.  ENCOYD  /RON  IVORKS 

^.ScPRobertsSqCo. 

Ph/LAD£LPH/A, 
Pa. 


Wrought  Iron 

AND 
IN 

RUCTION 


1892 


Franklin  Institute  Library 

PHILADELPHIA 

JLci  9 

Accession^.^.2c^-k.. 
REFERENCE 

GIVEN  BY 


Wpoiigbt  Ipod  and  Steel 

IN  CONSTRUCTION. 

CONVENIENT  RULES,  FORMULJi:,  AND  TABLES  FOR 
THE  STRENGTH  OF  AVROUGHT  IRON  AND 
STEEL  SHAPES  USED  AS  BEAMS, 
STRUTS,  SHAFTS,  ETC. 

MADE  BY 

THE  PENCOYD  IRON  WORKS. 
A.  &  P.  ROBERTS  &  CO. 


IRON  AND  STEEL  DEPARTMENT, 

MANUFACTURERS  OF  OPEN  HEARTH  STEEL  AND  WROUGHT 
IRON,  .SHAFii:S,  B^IiS.  FORGINGS,  SHAFTIN-G/MAM-MEEED.  - 
AZLES  AND  STRa'^TVRA?.  :^CArE£:iAL.  , 


BRIDGE  AND  jCONSTRUCTlpN  OEI^AH  tVeM  f, 

DESIGNERS  AND  MANUFACTURERS  OF  RAILROAD  BRIDGES, 
VIADUCTS,  TURN-TABLES,  AND  ALL  CLASSES  OF 
STRUCTURES  OF  IRON  OR  STEEL. 


EIGHTH  EDITION. 
1892. 


261 


OFFICE  : 

SOUTH  FOURTH  STREET, 

PHILADELPHIA,  PA. 


Copyright,  1892, 
A.  Si  P,  ROBERTS  &^  CO. 


PRESS  OF 

Globe  Printing  House, 
philadelphia. 


THE  GETH'  CENYLK 


PREFACE  TO  EIGHTH  EDITION. 


.^rxcE  tlie  first  edition  of  "  Wroiifjlit  Iron  and  Steel  in  Con- 
struction" was  issued  in  tlie  year  18S4,  such  radical  chan<j:es 
in  Enofineerin*r  pi-actice  liave  occurred  that  it  has  been  neces- 
sary to  alt(M'  very  materially  the  product  of  the  Manufactu- 
rer of  Iron  and  Steel  to  meet  the  new  requirements  of  the 
Engineer. 

Steel  is  yearly  being  used  in  increasing  quantities,  requiring 
additions  to  plant  for  the  production  of  all  sections  and  sizes 
of  the  same.  It  has,  therefore,  been  found  necessary  to  en- 
tirely rewrite  the  present  edition,  enlarging  the  Tables  to  em- 
brace steel  as  well  as  iron,  and  enabling  us  to  add  much 
additional  matter  which,  we  believe,  will  be  found  useful  in 
daily  practice.  A  large  number  of  new  sections  in  both  Iron 
and  Steel  have  been  added  to  our  list,  which  now  embraces  a 
practically  complete  set  of  shapes  and  sizes  of  both  materials. 
As  heretofore,  the  subjects  have  been  confined  entirely  to  the 
output  of  our  own  AVorks,  referring  to  the  numerous  Engi- 
neering Handbooks  for  data  upon  other  topics. 

The  text  and  tables  have  been  very  carefully  prepared^  ' 
under  the  sui)ervision  of  Mr.  James  Christie,  and  we  trust 
may  be  of  value  to  all  who  have  occasion  to  use  the  product 
of  the  Pencoyd  Iron  Works. 

A.  &  P.  EOBERTS  &  Co. 

Pencoyd,  April  15,  1892. 


CONTENTS. 


PAGES 

SIZES  AND  WEIGHTS  OF  ROLLED  SHAPES   1-20 

WEIGHTS  OF  BARS  AND  SHEETS    21-32 

STEEL  AXLES   33 

PROPERTIES  OF  IRON  AND  STEEL   34-38 

DESCRIPTION  OF  BEAM  TABLES   39-43 

TABLES  FOR  I  BEAMS   45-97 

TABLES  FOR  CHANNEL  AND  DECK  BEAMS   98-105 

FLOOR  BEAMS   106-110 

BUCKLED  PLATES   111-113 

CORRUGATED  FLOORING   114-118 

GENERAL  FORMULA.  FOR  ROLLED  BEAMS   119-125 

BENDING  MOMENTS  AND  DEFLECTIONS   126-129 

COMPOUND  STRAINS  ON  BEAMS   130-135 

RIVETED  GIRDERS   136-148 

ELEMENTS  OF  ROLLED  SECTIONS   149-171 

MOMENTS  OF  INERTIA,  RESISTANCE,  ETC   172-179 

STRUTS  OF  IRON  AND  STEEL   180-187 

ROLLED  SHAPES  AS  STRUTS   188-201 

LATTICED  CHANNEL  COLUMNS   202-205 

ROUND  AND  SQUARE  COLUMNS   206-215 

STRESSES  IN  STRUCTURES   216-221 

SHAFTING   222-22'J 

PINS  AND  RIVETS   230-237 

EYE  BARS,  CLEVISES,  TURNBUCKLES,  ETC  •.  .  238-243 

BOLTS— CHAIN,  ETC   244-249 

PROPERTIES  OF  CIRCLES    251-257 

For  complete  detail  of  Contents  see  Index, 


Rolled  Shapes  of  Iron  and  Steel. 


PART  I. 

TABLES  OF  DIMENSIONS. 

Tin:  lithographs  and  foUowin*^  tables  give  the  principal 
tlin tensions  of  the  standard  shapes  of  structural  iron  and 
steel  rolled  at  Pencoyd. 

Beams  (uui  channels  can  be  rolled  of  any  intermediate 
sections  between  the  minimum  and  maximum.  The  web 
is  thickened,  which  increases  the  width  of  the  flange,  but 
1  does  not  change  any  other  dimension  of  the  flange.  The 
1  position  of  the  added  area  is  shown  on  Plate  No.  43. 

AiKjh's  can  ]:>e  rolled  of  any  thickness  between  minimum 
and  maximum.  AVeights  corresponding  to  the  principal 
intermediate  thicknesses  are  given  in  tables  on  pages  10, 
11,  12  and  18.  The  legs  of  angles  increase  slightly  in  length 
as  the  thickness  increases,  as  described  on  page  18.  This 
sometimes  causes  angles  of  heavy  sections  to  vary  from  the 
calculated  weights.  Therefore  orders  should  specify  either 
the  desired  thickness  or  weight  per  foot,  but  not  both. 

Tee  sections  cannot  be  altered  from  the  standards  as 
given  in  tables  and  lithographs. 

Bars  and  Miscellaneous  Shapes  can  be  rolled  in  either  steel 
or  iron. 

Sections  which  cannot  be  rolled  of  both  iron  and  steel 
are  so  noted  on  the  lithograph  plates.  The  weights  given 
for  sections  which  can  be  rolled  of  either  iron  or  steel, 
are  for  iron  unless  otherwise  stated,  and  when  these  sec- 
tions are  rolled  in  steel  the  weight  will  be  about  2  per  cent, 
heavier. 

(1) 


2  SIZES  AND  WEIGHTS  OF  IRON  BEAMS. 


PENCOYD  IRON    X  BEAMS. 


art  Number,  { 

th  in  Inches. 

Web  Thickness. 

Weight  i^er 
m  Pounds. 

Approximate  Weight  in  Pounds  per  Foot  for  each 
Thickness  of  Web,  in  Inches. 

Increased  Thickness 
in  Inches  for  each 
Additional  Pound  i 
per  Foot.  \ 

6 

% 

% 

% 

1 

2 

15 
15 

63.43 
49.33 

49.33 

52.45 

63.43 
55.58 

66.55 
58.70 

72.80 

79.05 

|.020 

3 
4 

12 
12 

21 

II 

57.06 
40.10 

41.97 

44.47 

46.97 

60.81 

65.8 

1  .025 

5 

5^ 

6^ 

101 
10^ 

IS 

M 
\h 

45.10 
36.53 
30.00 

31.09 

37.62 
33.27 

46.19 
39.81 
35.45 

48.37 
42.00 

50.56 
44.19 

j-  .029 

7 

8 

10 
10 

37.50 
30.46 

31.50 

33.58 

37.50 
35.46 

39.58 

41.66 

45.83 

|.030 

9 
10 

9 
9 

30.93 
23.93 

23.93 

25.83 

31.87 
27.73 

33.74 
29.63 

35.61 

|.033 

11 
12 

8 
8 

41 

27.53 
20.80 

21.21 

22.85 

28.36 
24.49 

30.03 
26.13 

31.70 

1  .037 

lo 
14 

n 
1 

7 

7 

99  9R 

17.53 

17.89 

19.33 

20.77 

99  9R 

22.21 

9*5  R7 

|.042 

15 
16 

23 
24 

6 
6 
6 
6 

ft 

1 

2 

18.83 
13.66 
39.30 
30.90 

14.28 

19.46 
15.54 

20.73 
16.80 

22.01 
18.06 

23.28 
30.90 

24.55 
32.15 

25.83 

39.30 
33.40 

41.80 
35.90 

44.30 

|.050 

17 

5 

ii 

10.10 

10.88 

11.93 

.060 

19 
20 

4 
4 

_7_ 

t\ 

8.33 
6.13 

8.75 
7.33 

9.59 
8.13 

10.42 

11.26 

|.075 

21 
22 

3 
3 

A 

6.86 
5.26 

7.17 
6.16 

7.80 
6.76 

8.43 

9.06 

j.ioo 

SIZES  AND  WKIOHTS  OF  STEEL  BEAMS. 

PENCOYI)  STEEL    I  BEAMS. 


3 


521 

15 

522 

15 

523 

15 

524 

15 

515 

12 

3 

12 

4 

12 

516 

12 

5 

m 

5U0^ 

6 

m 

7 

10 

8 

10 

511 

10 

9 

9 

10 

9 

509 

9 

11 

8 

12 

8 

507 

13 

7 

14 

7 

505 

7 

15 

6 

16 

6 

23 

6 

24 

6 

503 

6 

17 

5 

18 

5 

19 

4 

20 

4 

21 

3 

22 

3 

43.29 
49.30 
57.60 
69.80 


H  30.63 
58.20 
40.90 

\:\  40.60 

i  i 
i§  46.00 
i|  37.26 
Ih  30.60 

h  38.25 
31.07, 
23.21 

P  31.551 
iV  24.41i 
20.30 

^i^  28.08 
j.f  21.22 
U  17.27 


Api>roxiin(i(('  Weiff/if  in  Poumi.s  per  Foot  J'oi  curh 
Thirkiicss  of  Web,  in,  Inches. 


\      h      %      1^  \ 


43.8846.8649.84 
51.20  55.00 

57.60  60.77  63.95  70.30 

71.38  77.70  84.02 


31.89  34.42  36.95 


62.281 


I  42.8845.5448.19 
I  41.9544.6547.351 

'       I       I47.lll49.35  51.58 
38.3740.5942.8245.04 
31.67  33.81 35.95i 

I  38.2540.3742.5046.75 
32.09  34.13  36.17' 
23.73  25.83  27.92  30.02 

32.52  34.45  36.39 
24.41  26.34  28.28  30.221 
21.27  23.23  25.19, 

I  28.94  30.66' 

21.64  23.3124.98  26.65 
18.54  20.22        I  1 


y^,.  22.70  '22.70  24.14 

Jt5  17.8818.2519.7121.17  22.64 
14.44  14.81 16.29  17.78| 

19.21  19.85  21.15  22.45  23.75  25.05  26.35 
y.,  13.9314.5715.8517.1318.42 


1 .020 

1 .025 

1 .028 
1 .029 
1 .033 
\.037 


042 


40.08 
31.52! 

11.9312.58 13.8915.20 


10.30' 


11.10 12.17 


9.2810.0611.1212.17 
8.50  8.92I  9.7710.6311.48 


6.25  7.47 

7.00'  7.32 
5.371  6.28 


40.08,42.63,45.19 
31.5232.79  34.07  36.62! 


8.29| 

7.96  8.60 
6.90 


9.24 


-.049 


.059 
,074 
.098 


DIMENSIONS  OF  PENCOYD  BEAMS. 


PENCOYD 


I  BEAMS. 


Minimum. 


Weight  in 
Pounds  per 
Foot. 


Iron. 


63.43 
49.33 


57.06 
40.10 
30.03 

45.10 
36.53 
30.00 
37.50 
30.46 

30.93 
23.93 

27.53 
20.80 

22.26 
17.53 

39.30 
30.90 
18.83 
13.66 

10.10 

8.33 
6.13 
6.86 
5.26 


Steel. 


42.39 
49.30 
57.60 
69.80 
58.20 
40.90 
30.63 
40.60 
46.00 
37.26 
30.60 
38.25 
31.07 
23.21 
31.55 
24.41 
20.30 
28.08 
21.22 
17.27 


6.25 
7.00 
5.37 


W. 


Ins. 


.56 
.44 
.41 
.45 
.50 
.59 
.65 
.45 
.35 
.40 
.47 
.41 
.35 
.50 
.35 
.30 
.41 
.31 
.28 
.41 
.30 
.26 


22.70  .44 

17.88  i  .24 

14.44  .24 

40.08  .63 

31.52  .50 

19.21  .28 

13.93  .22 

11.93  .22 

10.30  '  .26 

9.28  .20 

8.50  .22 


.16 
.22 
.16 


F. 
Ins. 


5f§ 

sf 

51 
5i 

5i 

^ 

^ 
^ 

f 

4 

3H 

31 

3i 

5J 
4J 

3if 
3P 

3A 
3 

m 


c. 

E. 



Ins. 

Ins. 

14- 

a 

1 

^1 

i 

1 

i 

1  5 

9 

T% 

H 

\h 

i 

i 

li 

U 

H 

§J 

1 

i 

it 

i 

1 

if 

H 

a 

i 

4i 

y 

i 

In  12 
Ins. 


2J 

if 
ii 

241 

ill 

21 

2tV 

2i4 

2if 

m 

2ft 
2ft 
114 
2ft 
2ft 


2ft 
Ig 
2^ 
2ft 
24 

m 
m 

m 
m 

144 

2 
2 


0. 


Ins. 


m  2j 

2ft  2i 


Ins. 


I  to  f 
J  to] 

I  to  ^ 

I  to  i 
i 


J  toi 
ftoi 
ftoj 
?to| 
Stof 
I  tot 


toi 
to  J 


ttoS 
ftof 


DIMENSIONS  OF  PENCOYD  CHANNELS. 

'^^^Ib.  PENCOYD 

CHANNELS. 


Minimum, 

Weight  in 

W. 

F. 



C. 

F. 

B. 

0. 

li. 

M. 

T. 

1  § 

Lbs.  per  Foot. 

Ins. 

In  12 

Iron. 

Steel. 

Ins. 

Ins 

Ins 
ns. 

Ins. 

ns. 

Ins. 

Ins. 

15 

30 

47.03 

48.00 

t 

8 

1 

i 

21 

i 

\l 

iij 

15 

53 

35.33 

36!00 

31 

1 

1 

2 

2i 

i 

'il 

ii; 

: 

13 

55 

29.47 

30.10 

3 

1 

3 

'8 

2| 

i  or  1 

\l 

101 

12 

31 

29.70 

OA  on 

il 

1 

1  b 

2iV 

'-'lb 

li 

3 
4 

32 

8 

f 
f 

12 

54 

a_ 

•32 

Q 
O 

u 

If 

l| 

3 

3 
4 

9 

12 

427 

20.90 

21.30 

9, 
^2 

q  3 

h 
8 

T 

1? 

1 

2 

9 

12 

32 

20!07 

20!50 

^2 

2S 

^8 

4 

11 

32 

2-3% 

li 

i 

\i 

10 

34 

20.47 

20.90 

21 

ti 

3 

ii 

If 

If 

3 

n 

10 

35 

16.07 

16.40 

J 

8 

i 

li 

3 
4 

1 

2 

m 

9 

36 

17.23 

17.60 

m 

11 

It) 

111 

11 

3 
4 

1 

2 

6i 

9 

37 

12.70 

13.00 

17 

32 

i 

If 

It^ 

1 

7i 

8 

418 

13.50 

13.80 

i 

2i 

la 

32 

m 

If 

3 

41 

6A 

8 

419 

11.00 

^2 

2,% 

li 

1 

4 

M 

6, 

7 

40 

13.70 

14.00 

if 

2^2 

11 

1  6 

2i 

If 

5 

7 

417 

9.00 

M 

2i 

13 

32 

t 

li 

5ii 

7 

41 

8.23 

8.40 

m 

T% 

li 

i| 

5A 

6 

42 

10.73 

11.00 

h 

fi 

m 

li 

f 

4;^ 

6 

44 

7.70 

7.90 

i 

1 

1 

2 

M 

41i 

6 

415 

7.50 

lis 

1 

1* 

i 

4; 

\ 

5 

412 

8.23 

8.40 

s 

2A 

1 

li 

li 

f 

i\ 

3i 

5 

413 

6.10 

lit 

ii 

1, 

Ifa 

life 

li 

1 

2 

1 

4 

3; 

\ 

4 

47 

7.20 

7.30 

i 

HI 

li 

1 

4 

2t% 

1 

t 

i 

2i 

4 

48 

5.50 

5.60 

m 

M 

i 

if 

16 

2' 

ii 

\ 

411 

5.17 

n 

If 

IS 

if 

1 

4 

2- 

ii 

49 

5.10 

5.20 

3^2 

I4i 

y 

1 

4 

1-1% 

If 

1 

li 

STANDARD  SPACING  of  RIVETS  THROUGH 


FL.ANGES  OF  Z 


Size  of 
Z  Bar. 

a. 

h. 

c. 

d. 

e. 

6  inch 

111/4 

2 

4I/4 

5 

10 

61/2 

1% 

4 

1^4 

4 

8% 

51/2 

1% 

3 

1% 

3  " 

7% 

4% 

1^2 

21/2 

l^/s 

BAR  COLUMNS. 


-6- 


ALL, 
RIVETS 
3-4 
INCH. 


6  SIZES  AND  WEIGHTS  OF  IRON  CHANNELS. 


PENCOYD  IRON  CHANNELS. 


1 

th  in  Inches. 

Weh  Thickness. 

it  Weight  per 
Foot. 

Approximate  Weight  in  Pounds  per  Foot  for  each 
Thickness  of  Web,  in  Inches. 

ased  Thickness 
nchesfor  each 
itional  Pound  j 
per  Foot.  1 

\ 

% 

1^ 

16 

% 

% 

30 
53 

15 
15 

8 

47.03 
35.33 

35.33 

38.45 

41.58 

47.03 
44.70 

50.15 
47.83 

56.39 

62.63 

1 .020 

55 

13 

8 

29.47 

29.47 

32.18 

34.90 

37.61 

40.33 

.023 

31 
54 
427 
32 

12 
12 
12 
12 

32 

29.70 
22.37 
20.90 
20.07 

23.62 
22.15 
21.32 

26.12 
24.65 
23.82 

30.95 
28.62 
27.15 
26.32 

33.45 
31.12 
29.65 
28.82 

35.95 
33.62 
32.15 
31.32 

38.45 

43.45 

48.45 

L025 

331 
33" 

lOi 
101 

16 

23.63 
17.57 

17.57 

19.76 

23.63 

25.82 

1 .029 

34 
35 

10 
10 

li 

JL 
4 

20.47 
16.07 

16.07 

18.15 

22.03 
20.23 

24.11 
22.31 

26.19 

28.27 

30.35 

34.51 

1 .030 

36 
37 

9 
9 

13. 
64 

17.23 
12.70 

13.17 

17.23 
15.04 

19.10 
16.92 

20.98 
18.80 

22.86 

24.74 

26.62 

|.033 

418 

8 

1 

4 

13.50 

13.50 

15.16 

16.83 

18.50 

20.16 

.038 

40 
41 

7 

7 

if 

a 

13.70 
8.23 

10.05 

14.06 
11.50 

15.52 
12.96 

16.98 
14.42 

18.43 

19.89 

21.35 

24.27 

|.043 

42 
44 

6 
6 

I 

1^ 

64 

10.73 
7.70 

10.73 
8.63 

11.98 
9.88 

13.23 
11.13 

14.48 

15.73 

16.98 

18.25 

|.050 

412 

5 

15 

64 

8.23 

8.49 

9.53 

10.57 

11.61 

.060 

47 
48 

4 
4 

1 

4 

A 

7.20 
5.50 

7.20 
6.33 

8.03 
7.16 

8.86 

9.69 

10.52 

|.075 

49 

3 

5.10 

5.41 

6.03 

.100 

50 
51 
52 

2i 

2 

1^ 

i 

3^2 

3.77 
2.90 
1.13 

3.77 
3.11 

3.53 

.130 
.150 
.169 

SIZES  AND  WEIGHTS  OF  STEEL  CHANNELS. 

PENCOYI>  STEEL  CHANNELS. 


7 


30  15  48.00 
53   15  ,  ^  36.00 


Approximate  Weight  in  Pounds  per  Foot  for  each 
Thickness  of  Web,  in  Inches. 


\      A      %  f (J  \ 


55 


13  i  I  30.10 


31  12  i  30.30 
54   12  ;  ^  22.80 


427 
32 

33i 
33" 

34 
35 

36 
37 

418 
419 

40 
41 
417 


12 
12 


21.30 
20.501 


48.00  51.1857.56  63.93 
36.00  39.18  42.37  45.56  48.75 


30.10  32.86  35.62  38.38  41.14 


31.57  34.12  36.67  39.22  44.32  49.42 
24.07  26.62  29.17  31.72  34.27 
22.57  25.12  27.67  30.24  32.77 
21.77  24.32  26.87  29.42  31.97 


m  24.11 

m  ^  17.921 

10  '  H  20.90 


17.9220.15 


24.1126.34 


10  I  i  16.4016.4018.52  20.65  22.77 
9 


122.49  24.61  26.74  28.86  30.99  35.24 


42 
44 
415  6 


412 
413 

47 
48 
411 

49 


50  2i 

51  2 

52  1| 


^5  17.60  17.60 19.51 21.42  23.33  25.24  27.15 
if  13.00 13.47 15.38 17.29 19.20 

J  'l3.80 13.80 15.50 17.20 18.90  20.60 


14.00        14.37  15.85 17.34 18.83  20.32  21.80  24.78 
8.4010.2611.7413.2314.721 
9.00 10.11 11.59 13.08j  I 

11.00  11.00 12.27 13.55 14.82 16.10 17.37 18.65 
7.90  8.8510.1211.40, 
7.50  8.7710.0511.32 


8.40 
6.10 


8.66;  9.7210.7811.84 


7.20  8.30,  9.40 


7.30  7.30  8.15,  9.00 

5.60  6.45  7.30 

5.20  6.25  7.10| 

5.20  5.52  6.16! 


i    3.84  3.84 
2.96  3.17 
^  I  1.151 


9.8510.70 


8         SIZES,  AREAS  AND  WEIGHTS  OP  ZEE  BARS. 


PENCOYD    Z  BARS. 


Section  Number. 

inal  Size  in 
Inches. 

Actual  Size  in  Inches  for 
a  Variation  of  ^  Inch. 

^rea  m  Square 
Inches. 

Weight 
per  Foot  in 
Pounds. 

Increased 
Thickness  in 

Inches  for 

each  A  ddi- 
tional  Pound 

per  Foot. 

FVge. 

FVge. 

TMch- 
ness. 

Iron. 

Steel. 

Iron. 

Steel. 

220 

3 
3 
3 

2f 

2^ 

3 
3i 

2f 
2H 

2* 
^4 

A 

8 

1.94 
2.44 
2.94 

6.47 
8.13 
9.80 

6.60 
8.29 
10.00 

I  .038 

.037 

221 

3 
3 
3 

2^4 

3 

3-3^ 
3A^ 

'-'16 

2U 

2^§ 

^32 

16 

M 
1 

2 

3.28 
3.51 
3.75 

10.93 
11.70 
12.50 

11.15 
11.93 
12.75 

I  .040 

.039 

222 

4 
4 
4 

2? 
3 

4 

4i 

2J 

211 
3 

f 

8 

2.32 
2.91 
3.50 

7.73 
9.70 
11.67 

7.88 
9.89 
11.90 

I  .032 

.031 

223 

4 
4 

4 

2|i 

3JW 

'-'32 

4 

44r 
^16 

4^ 

2M 

3JW 

'-'32 

3,% 

2 

ft 

3.96 
4.56 
5.16 

13.20 
15.20 
17^20 

13.46 
15.50 
17^54 

I  .031 

.030 

224 

4 
4 

4 

3A 

f 

4 

5.53 
6.75 

18.43 
22.50 

18.80 
22.95 

1  .031 

.030 

225 

5 
5 
c; 

3A 

5 

3A 

'^16 

t 

16 

3.36 
4.05 
4.75 

11.20 
13.50 
15.83 

11.42 
13.77 
16.15 

[  .027 

.026 

226 

5 
5 
5 

3A 
3^ 
34i 

5 
5i 

3A 
3,% 
3M 

i 

ft 
S 

5.23 
5.91 
6.60 

17.43 
19.70 
22.00 

17,78 
20.09 
22.44 

[  .027 

.027 

227 

5 
5 

3i 

3,% 

5 

3i 
3A 

1 

6.96 
7.64 

23.20 
25.46 

23.66 
25.97 

1  .028 

.027 

228 

6 
6 
6 

3i 

3^ 

31 

6 

6i 

3| 

3^ 

31 

1 
ft 
J 

4.59 
5.39 
6.19 

15.30 
17.96 
20.63 

15.61 
18.32 
21.05 

\  .023 

.023 

229 

6 
6 
6 

3i 

6 
6i 

3^ 

3A 

3t 

ft 
f 

6.68 
7.46 
8.25 

22.27 
24.87 
27.50 

22.71 
25.36 
28.05 

[  .024 

.023 

230 

6 
6 
6 

3i 

3^ 

3| 

6 
6i 

3J 
3  ft 
31 

i 

8.64 
9.38 
10.16 

28.80 
31.27 
33.86 

29.37 
31.89 
34.54 

\  .025 

.025 

For  rivet  spacing,  see  page  5. 


SIZES  AND  WKIGHTS  OF  DECK  BEAMS,  ETC. 


PENCOYD  IRON  DECK  BEAMS. 


V 

o 

1 

69 

lU 

62 

10" 

63 

9 

64 

8 

65 

7 

66 

6 

67 

5 

5i 
5 


4{ 
3:! 
3i 


1^ 


1  135.1 
I  i27.6 
I  |24.2 
\h  '20.6j 
\h  17.51 
A  il4.1: 


Approrimafp  Weif/?itrn  Pnui}<h  per  Foot 
fur  each  TInckuess  of  Web,  in  Inches. 


\  35.1'  37.539.9;  42.344.7 

27.6  29.6  31.7  33.8  35.9  38.0 

24.2  26.1  27.9  29.8  31.7 

21.4  23.0  24.7  26.4  28.1 

18.2  19.7  21.2  22.6  24.1 

14.1  15.31  16.6  17.8  19.1, 

11.3  I2.3I  13.41  I4.4I  15.51 


^^^^ 

.027 
.030 
.033 
.037 
.042 
.050 
.060 


STEEL  DECK  BEAMS. 


69 

11.1 

5^ 

1 

35.8 

!     1 35.8 

38.240.7 

43.1 45.6 

.026 

62 

10" 

I 

28.1 

28.1'  30.3'  32.4 

34.5  36.6 

38.7 

.029 

63 

9 

1' 

i 
S 

24.7 

24.7;  26.6  28.5 

30.4  32.3 

.033 

64 

8 

45 

11 

21.0 

21.8  23.5  25.2 

26.9  28.6 

.036 

65 

7 

4i 

11 

;4  2 

17.9 

18.6  20.1  21.6 

23.1 

24.6 

.041 

66 

3? 

14.4 

14.4 

15.6  16.9  18.2 

19.5 

.049 

67 

I 

3i 

V' 

1() 

11.5, 

11.5 

12.5j  13.6  14.7 

15.8 

.058 

IRON 

BULB 

PLATES. 

68'  10  1 

i  ,20.7| 

20.7 

22.824.9 

.030 

STEEL 

BULB  PLATES. 

68|l0 

i  [21.1 

21.1 

23.325.4 

.029 

IRON 

BULB 

ANGLES. 

250 

10 

3§ 

h  125.1 

25.11 

27.930.7 

.030 

251 

9 

3^ 

,11  22.0 

22.51 

24.3 

.033 

252 

8 

3.^ 

19.1 

20.9 

23.3 

.037 

253 

7 

V\  15.6 

16.7 

18.8' 

17.0 

.042 

254 

6 

3 

U  12.4 

13.0 

14.2 

15.4' 

16.5 

.049 

255 

5 

2^ 

_Ai9-4 

9.4 

10.4 

11.4 

____J_ 

.063 

STEEL  BULB  ANGLES. 


250 

10 

35 

256 

251 

9 

31 

22.4 

252 

8 

3| 

<;4 

19.5 

253 

7 

3i^^ 

15.9 

254 

6 

3 

li 

12.6 

255 

5 

2i 

9.6 

13.26 


17.0 
14.5 


9.610.6  I  11.6 


25.5 
22.9 
21.3 
19.1 
15.7 


28.431.3 
24.7 
23.7 

16.8 


.029 
.032 
.036 
.041 
.048 
.062 


10 


SIZES  AND  WEIGHTS  OF  IRON  ANGLES. 


PENCOYO  IRON  ANGLES. 

EVEN  I.EGS. 


Size 
in 
Inches. 


120  6  X 
1215  X 
1224  X 

123  Six 

124  3^  X 

125  2|x 

126  21  X 

127  2|x 
1282  X 
129 1|  X 
130 1|  X 
131  n  X 
1321  X 


.125 


5 
4 

31 
3 

3 

U  1.13 
U  1.00 
0.80 


Approximate  Wei  ght  in  Pounds  per  Foot  for  Various 
Thicknesses  in  Inches. 


.1875 


3.0 

2.6 

2.4 

2.1 

1.77 

1.50 

1.13 


.25 


4.8 

4.4 

4.0 

3.5 

3.2 

2.8 

2.3 

2.00 

1.50 


,3125 


8.0 
7.0 
5.9 
5.5 
5.0 
4.4 
4.0 
3.5 
2.9 


375 


14.5 
12.0 
9.6 
8.4 
7.0 
6.6 
6.0 
5.3 
4.8 
4.3 
3.5 


,4375 


17.0 19.5 
14.0 16.1 
11.112.7 
9.8 11.2 


8.1 
7.7 
7.0 


9.2 
8.8 

8.0 


5625 


21.9 
18.2 
14.3 
12.6 
10.3 


.625 


24.4 
20.3 
15.8 
14.0 
11.4 


6875 


26.0 
22.4 
17.4 


.75 


28.5 
24.5 
19.0 


.875 

33.5 
28.6 


1 

1.00 

38.5 
32.8 


UNEVEN  I.EGS. 


Approximate  Weight  in  Pounds  per  Foot  for  Various 
Thicknesses  in  Inches. 


Size 
in 
Inches. 


1547  x  3i 
15261x4 
1406  x4 
1516  x3i 
15351x31 
14ll5  x4 
142:5  x3h 
14315  x3 

144  41  X  3 

145  4^  X  31 
1464  x3'^ 
147  31x3 
150  3ix2J 
159  31x2' 
1483  x2^ 
149  3  x2" 

155  21x2 

156  2ixL 

157  2  xi; 


i 

1 

4 

_5- 
1  G 

1 

1^6 

i 

_^9_ 
IG 

t 

11 

a 
4 

1 

.125 

.1875 

.25 

.3125 

.375 

.4375 

.50 

.5625 

.625 

.6857 

.75 

.875 

1.00 

16.7 

18.6 

20.5 

22.4 

24.3 

28.1 

31.9 

12.6 

14.716.8 

18.9 

21.0 

23.1 

25.2 

29.4 

33.6 

12.0 

14.116.1 

18.2 

20.3 

22.3 

24.4 

28.5 

32.7 

11.3 

13.3 15.3 

17.3 

19.3 

21.3 

23.3 

27.3 

31.3 

10.8 

12.5 14.3 

16.1 

17.8 

10.8 

12.5 14.3 

16.1 

17.8 

19.6 

21.4 

8.5 

10.1 

11.7 13.3 

14.9 

16.5 

18.1 

19.7 

8.0 

9.5 

11.0 12.5 

14.0 

15.5 

17.0 

18.5 

7.6 

9.0 

10.4 11.9 

13.3 

14.7 

16.2 

17.6 

7.6 

9.0 

10.411.9 

13.3 

14.7 

16.2 

17.6 

7.0 

8.4 

9.811.2 

12.6 

14.0 

6.4 

7.7 

9.0 10.3 

11.6 

12.9 

4.8 

5.9 

7.0 

8.1 

9.2 

4.4 

5.5 

6.6 

4.4 

5.5 

6.6 

7.7 

8.8 

4.0 

5.0 

6.0 

7.0 

8.0 

2.6 

3.5 

4.4 

5.3 

6.2 

7.1 

2.23 

3.0 

3.7 

4.5 

1.90 

2.6 

3.2 

1  3.9 

SIZES  AND  WEIGHTS  OF  STEEL  ANGLES. 


11 


PEXCOYD  STKF.L  ANGT.ES. 

EVEN  LEGS. 


Size 

120  6  x6 
1215  x5 

122  4  x4 

123  31  X  3i 

124  3"  X  3" 

125  2^  X  2.^ 

126  21  X  2^ 

127  2\  X  2\ 

128  2  X  2  I 
12913  xl|! 
13011x1^1.16 
131 11  X  \\  1.02 
132  1  X  1  ,0.82 


Appi'oximate  Weigh  t  in  Pounds  per  Foot  for  Var  iovs 
T/iickn esses  in  Inches. 


3  1  I  A 
.1875  .25  .3125 


I 

8.2 
7.1 
4.9  '  6.0 
4.5  5.6 
3.1  :4.1  5.1 
2.7  3.6  !  4.5 
2.44  3.3  4.1 
2.14  2.9  I  3.6 
1.80  2.4  3.0 
1.53  2.04 
1.16  1.53, 


,375  .4375  .50  .5625 


.625 


14.8  17.319.9  22.3  24.9 

12.2  14.316.4  18.5!  20.7 

9.8'  11.313.0  14.6  16.1 

8.6i  10.011.4i  12.8  14.2 

7.li  8.3  9.4  10.5  11.6 

6.71  7.8  8.9 

6.1  7.1 

5.41 

4.9 

4.4 

3.6 


6875 


.75  j  .875  1.00 


26.5  29.ll  34.2  39.3 
22.8  25.0  29.2  33.4 
17.7  19.3 


UNEVEN  LEGS. 


Size 


1547  xS;^ 

152  6U4"'! 

140  6"  X  4  ! 
1516  x3i 

153  5^^x31 

141  5"  X  4" 

142  5  x3i 

143  5  x3" 

144  4^^x3 

145  4"  X  33^ 
1464  x3*' 

147  33^  X  3 
150  3^x2?r 
159  3i  X  2" 

148  3"  X  2\ 

149  3  x2 

155  2J^x2 

156  2|  X  n 

157  2     '  ^ 


Approximate  Weight  in  Pounds  per  Foot  for  Various 
Thicknesses  in  Inches. 


1% 

1 

4 

3.  ! 

8 

-^J  1  1 

Iff  2 

9 

15 

J 

i 

1 

.125 

.1875 

.25 

.3125 

.375 .4375  .50  .5625 

.625 

.6875 

.75 

.875 

1.00 

17.0 

18.9 

20.9 

22.8  24.8 

28.6 

32.5 

12.9 

15.0 17.1 

19.3 

21.4 

23.6 

25.7 

30.0 

34.3 

12.2 

14.4  16.4 

18.6 

20.7 

22.8 

24.9 

29.1 

33.3 

11.5 

13.6  15.6 

17.6 

19.7 

21.7 

23.8 

27.8 

31.9 

11.0 

12.8 14.6 

16.4 

18.2 

11.0 

12.8  14.6 

16.4 

18.2 

20.0;  21.8 

8.7 

10.3 

12.0  13.6 

15.2 

16.8 

18.5 

20.1 

8.2 

9.7 

11.212.8 

14.3 

15.8 

17.3 

18.9 

7.7 

9.2 

10.612.1 

13.6 

15.0 

16.5 

18.0 

7.7 

9.2 

10.612.1 

13.6 

15.0 

16.5 

18.0 

7.1 

8.6 

10.0  11.4 

12.8 

14.2 

6.6 

7.9 

9.2  10.5 

11.8 

13.1 

4.9 

6.0 

7.1 

8.3  9.4 

4.5 

5.6 

6.7 

4.5 

5.6 

6.7 

7.8*  8.9' 

4.1 

5.1 

6.1 

7.11  8.2 

2.7 

3.6 

4.5 

5.4 

2.24 

3.03 

3.8 

4.6 

6.3j  7.2 

i 
1 

1.94 

2.7 

1  3.3 

4.0, 

12  SIZES  AND  WEIGHTS  OF  IRON  ANGLES. 


PENCOYD  IRON  ANGLES. 

SQUARE  ROOT  ANGLES. 


1  No.  of  Section.  | 

Size 
in 
Inches, 

Approximate  Weight  in  Pounds  per  Foot  for  Various 
Thicknesses  in  Inches. 

i 
.125 

.1875 

1 

4 

.25 

.3125 

1 
.375 

16 

.4375 

.50 

.5625 

.625 

H 

.6875 

.75 

.875 

1 

1.00 

160 
161 
162 
163 
164 
165 
166 
167 
168 
169 
170 

4  x4 

3Jx3i 

3  x3 

2|  X  2i 

2ix2| 

2ix2i 

2  x2 

lixll 

IJxli 

lixli 

1x1 

0.80 

1.77 
1.50 
1.13 

4.8 

4.4 

4.0 

3.5 

3.2 

2.8 

2.3 

2.00 

1.50 

7.0 
5.9 
5.5 
5.0 
4.4 
4.0 
3.5 
2.9 
2.50 

9.6 
8.4 
7.0 
6.6 
6.0 
5.3 
4.8 
4.3 

11.1 
9.8 
8.1 
7.7 
7.0 

12.7 
11.2 
9.2 
8.8 
8.Q 

14.3 

15.8 

Approximate  Weight  in  Pounds  per  Foot  for  Various 
Thicknesses  in  Inches. 


.125 


A  I  i 

.1875 '  .25 


2.9 
2.5 
2.3 


4.7 
4.3 
3.9 
3.4 
3.1 


.3125L375'.4375:  .50  .5625 


5.8 
5.4 
4.9 


6.9  8.0  I  9.1  10.2 

6.5'  7.6  !  8.7i 


5.9'  6.9 


4.3  i  5.2| 
3.9  !  4.71 


7.9 


.625 


.6875 


1].3 


.75 


.875  1.00 


SPECIAL  ANGLES. 


Approximate  Weight  in  Pounds  per  Foot  for  Various 
Thicknesses  in  Inches. 


.125  .1875 


3.5 


.25 

4.1 

4.8 

2.6 


.3125.375 
5.2  6.3 


1^  I  i 
.4375!  .50 

I  8.4 

I  6.2 


.5625 


.625 


.6875 


.75 


1 


.875 


1.00 


SIZES  AND  WEIGHTS  OF  STEEL  ANGLES. 


13 


PENCOYl>  STEEL  ANGLES. 

SgUAKE  KOOT  ANGLES. 


Size 
in 
Inches. 


1604  x4 

161  3?.  X  3M 

162  3  kS" 

163  2i  X  2^ 

164  2?.  x2i 

165  2\  X  2j 

166  2  x2 
1671^  xl  ^ 
168 IJ;  xl?> 
16911  xl] 


Approximate  Weight  in  Pounds  per  Foot  for  Various 
Thicknesses  in  Inches. 


.125  .1875 ,  .25 


4.9 
4.5 
4.1 

3.6 

'3.3 
2  9 
1.80  2.4 


7.1 
6.1 
5.6 
5.1 
4.5 
4.1 
3.6 
3.0 

1.53  2.04  2.55 


.3125.375  .4375  .50  .5625  .625  .6875 


9.8  11.413.0 
8.5  9.911.4 
8.3  9.4 
7.8!  8.9 
7.1 


7.2 
6.71 
6.1 
5.4 
4.9 
4.4 


1701  xl  0.82  1.16  1.53 


8.2 


14.6 


16.2 


.75 


.875 


1 

1.00 


ANGLE  COVERS. 


Size 
in 
Inches. 


Approximate  Weight  in  Pounds  per  Foot  for  Various 
Thicknesses  in  Inches. 


180  3  X  3 

181  2|  X  2| 

182  2^x21 

183  2|x2| 

184  2  X  2 


.125 

.1875 

.25 

.3125 

-i  1  1% 

.375.4375 

1 

2 

.50 

.5625 

.625 

.6875 

1 

.75 

i 
.875 

1 

1.00 

4.8 

5.9 

7.1!  8.2 

9.3 

10.4 

13.5 

i 

4.4 

5.5 

6.6  7.7 

8.8 

3.0 

4.0 

5.0 

6.0  7.0 

8.1 

2.6 

3.5 

4.4 

5.3i 

2.4 

3.2 

4.0 

4.8 

SPECIAL  ANGLES. 


I 


I  Size 
j  in 
I  Inches. 


158  21  X  2\ 
21441  xi^ 
199  4Ul 
211  2|  X  ^ 
172  2txii 


Approximate  Weight  in  Pounds  per  Foot  for  Various 
Thickne.s.Kcs  in  Inches. 


i 

3 
8 

A 

\ 

H 

I 

I 

1 

.125 

.1875 

.25 

.3125 .375 

.4375 

.50 

.5625 

.625 

.6875 

.75 

.875 

1.00 

4.2 

5.3 

6.4 

3.6 

4.9 

8.6 

2.7 

6.3 

14 


PENCOYD  TEES. 


PENCOYD  TEES. 

EVEN  TEES.  UNEVEN  TEES. 

For  details,  see  lithographs— Plates  Nos.  27,  28,  29. 


art 
iber. 

Size  in 

Weight  per  Foot. 

Chart 

Size  in 

Weight  per  Foot, 

Inches. 

Iron 

Inches. 

Iron 

Kjceet, 

70 

4  X  4 

12.40 

12.65 

107 

14.70 

15.00 

71 

31  X  31 

10.17 

10.37 

106 

5  X  3?, 

16.13 

16.46 

72 

3x3 

8.33 

8.50 

93 

0    X  <i 

11.03 

11.25 

82 

3x3 

6.43 

6.56 

92 

5  X  2^ 

10.23 

10.44 

83 

3x3 

7.53 

7.68 

90 

41  x  31 

14.83 

15.13 

84 

2Jx2i 

4.83 

4.93 

109 

4  x4i 

13.23 

13.50 

73 

2ix2i 

6.50 

6.63 

91 

4  x3i 

13.93 

14.21 

74 

2\  X  21 

5.73 

5.85 

94 

4  x3 

8.63 

8.81 

75 

2ix21 

3.90 

3.98 

95 

4  x3 

8.37 

8.53 

76 

2Jx2i 

3.93 

4.01 

96 

4  x2 

6.43 

6.56 

77 

2  x2 

3.47 

3.54 

97 

3  x3J 

9.37 

9.55 

78 

Ifxll 

2.37 

2.41 

98 

3  x2J 

7.93 

8.09 

79 

lixlj 

2.00 

2.04 

110 

3  x2i 

5.87 

5.98 

80 

li  X  li 

1.50 

1.53 

111 

3  x2J  . 

6.87 

7.00 

81 

1  xl 

1.03 

1.05 

117 

3  x2J 

5.00 

5.10 

85 

4  x4 

10.98 

11.19 

99 
105 
104 
100 
108 
101 
112 
102 
103 
116 
113 
114 
115 
118 
119 

3  xli 
2|  X  2 
2|xl| 
21x11 
21  xO^ 

9      Y  1  1 

2  xlJg 
2  xl 

2  xA 
1|  X  11 
1|  X  1t^ 
lixif 

3  x2^ 
2|x2^ 

3.73 
7.13 
6.53 
3.03 
2.20 
2.90 
2.07 
2.33 
2.03 
3.47 
1.87 
1.37 
1.13 
5.92 
5.63 

3.81 
7.28 
6.66 
3.09 
2.24 
2.96 
2.11 
2.38 
2.07 
3.54 
1.90 
1.39 
1.16 
6.03 
5.74 

CHANNELS  AND  MISCELLANEOUS  SHAPES.  15 


IRON  CAR  BUILDERS'  CHANNELS. 


.0 

•2 

Depth  in  Inches. 

Minimum  Flange 
Width  in  Inches. 

Minimum  Web 
Thickness  inlnches. 

Approximate  Wright  in  Pounds  per 
Foot  for  each  Thickness  if 
M(,'^,  in  Inches. 

Increased  Th  ickness 
in  Inches  for 
each  Additional 
Pound  per  Foot. 

'Ac 

j  'A 

■/ 1« 

37.6 
33.6 

55 
54 

3332 
33 

13 
12 
10»i 
lOia 

s% 

3 

-  8 

A 

V16 

29.5 
22.4 
23.6 
17.6 

23.6 
17.6 

29.6 
26.1 

19.8 

32.21  34.9 
28.61  31.1 
23.6  26.8 

40.3 

.023 
.025 
,029 
.029 

STEEL  CAR  BUILDERS'  CHANNELS. 

55 
54 

33»2 
33 

13 

12 

10»2 

10*0 

3 

\2^2 

%       30.  1 

jfe  24.1 
•Me   1  17-9 

24.1 
17.9 

30. 1 
26.6 

20.2 

32.9  35.6 
29.2  31.7 
24.1  26.3 

1  . 

38.4 
34.3 

41.1 

.022 
.024 
.028 
.028 

MISCELLANEOUS  SHAPES. 


196 

197 
198 
204 
205 
194 
193 

Section. 

Sizes  in  Inches. 

Weight  per  Fool  in 
Pounds. 

Iron.      1  Steel. 

Grooved  Bars. 

2A  X  %  X  % 
3      X  >^  xX 
3irx  %  X  1 
3h  X  %  X  ^ 

2.8  to  4.9 
4.6  to  7.0 
7.0  to  11.6 
4.2  to  7.1 
8.6 

2.9  to  5.0 
4.6  to  7.1 
7.1  to  1 1.7 
4.3  to  7.2 
8.7 

Half  Ovals. 

1  '4  X  yz 

1>«  X  ^ 

1.6 
1.4 

1.6 
1.4 

190 
191 

Miner'.s  Track  Rail. 
Splice  Bar. 

8.3 
1.7 
8.7 
13.7 
13.3 

8.6 
1.7 
8.9 
14. 0 
13.6 

192 
203 
206 

Slot  Rails. 

201 
207 
216 

Splice  Bars. 

10.0 
8.3 
8.9 

10.2  ""^ 
8.6 
9.1 
1 1.9  to  13.6 
1.2  to  1.4 
6.4 
6.3 
8.9 
8.2  to  10;6 
34.1  to  39.9 

200 
195 
208 

Bridge  Rail. 
Channel  Rail. 
Clamp. 

IX  x% 

1 1.7to  13.3 
1.2  to  1.4 
6.3 
6.2 
8.7 
8.0  to  10.3 
33.4  to  39.9 

172 
213 
212 
215 
217 
209 
210 
260 
218 

Half  Tee. 
Slot  Rail  Guard. 
Spoke  Bar. 
Flitch  Plate 
Heavy  Rail. 

2%  X  1%X>^ 
2X  X  214  X  %  X  % 
6  X  %  to  X 
15>^  x%to>^ 

eff 

4%  X  5    X  4%  X  ^  to  X 
3Kg  X  4    X  3Kr.  X  M  U)A 
IVrt,  X       X  lYz  X  >4  to  % 
IXx  l>«xifx  ^'^ 

48.9 
16.9  to  23.7 
7.0to  14. 0 
9.6to  14.4 
2.26 

~49^9 

Floor  Bars. 
Sash  Bar. 

7.1  to  14.3 
9.8  to  14.7 
2.3 

16 


SIZES  OF  PENCOYD  BAKS. 


SIZES  OF  PENCOYD  BAKS. 

IRON  OK  STEEL. 
FLATS. 


1  X 

1,^  X 

1^/8  X 
\h  X 

l\  X 
1^  X 
1%  X 

m 

m 
1% 
1% 
m 

2 

2A 
2\ 
2& 


% 

% 

% 
I* 

% 

% 

^4 


X 
X 
X 
X 
X 
X 
X 

XH8 

X 

xll/2 
X  % 


%  inches. 

2^/2 

X  ^4  inches  to  VVa 

;: 

2% 

X  =V4  " 

2V2 

2% 

1 

2il 

xlA  " 

1 

3 

X  i/4  " 

2% 

1 

31/8 

xl.^  " 

X    \  " 

3 

1 

3^/4 

2% 

1 

3^/2 

X    \  " 

2=V4 

1 

3% 

X    %  " 

2V2 

1   ' ' 

X    i/4  " 

3V2 

■■4  :: 

4^4 

Xl^2  " 

X  1/4 

4% 

X  \ 

2V2 

1.^ 

5 

X  1/4  " 

3V2 

l\  " 

5^4 

X    %  " 

2V2 

1^2  " 

51/2 

^  :; 

2H2 

6 

3 

1^4  " 

6I/2 

X    %  " 

2 

1^2  " 

7 

X   I/4  " 

3 

2 

8 

X    \  " 

2.V2 

I^/b  " 

9 

X   I/4  " 

2% 

2 

10 

X  \ 

21/2 

1% 

12 

X  1/4  " 

2 

ROUNDS. 


1^,  1%,  1^,  11/4.  lA 
1^2. 

2%. 


2,  21/8,  2% 

3,  31/H. 


31/4. 


lA.  1%.  1%,  1% 
21/2.  2%,  2%,  27/8 
31/2.  3%,  3%,  37/8.  4.  41/8.  41/4, 
41/2,  4%,  4:^4,  47/y,  5,  514,  5H2. 
6,  6I/2,  7  inches. 


HALF  ROUNDS. 

^.         V.l%.         \l  1. 

11/8,  114.  1%,  1^/2.  1%.  B4.  2.  214. 
21^42-  3,  3V2,  4  inches. 


SQUARES. 


RIVET  SIZES. 

30  31  3  3  3  7  38  3i^  41  46 
6T>  f^¥)  6¥>  6  f )  61)  6T) 

4  7     4  9    5  3    A  4    5  5    5  7     «  1       2    fi  3 
6  4J  G  f)  GT>  G4>  (TTj  <S  4  J  (j -f ) 

1  A,  1g\,  1  a,         HJ  inches. 


BOLT  SIZES 


I  9  5113  137 
2j    T(j,         TG>    4,    T6,  8, 

ItV,  li,  lA,  1?  inches. 


FULL. 

1  5  1 
16;  ^7 


BAR  IRON  EXTRAS. 


17 


BAR  IRON  EXTRAS. 
EASTERN  CLASSIFICATION. 
BASE  SIZES. 

Rounds  and  Squares,  J  to  2  in.  |  Flat  Iron,  1  to  4  in.  x  f  to  li 
Flat  Iron,    .  .  .  4i  to  6  in.  x  |  to  1  in. 


EXTRA  SIZES 

Round  and  Square  Iron. 

Extra  per  lb. 

in.,  5  ct. 

...  .4" 
...  .2'^ 


T6 

i  and 

5  u 

8 

2J- to 
3  '' 


1  1  a 

1  6 


6'i 

4|- 
6i 


21- 
3J 
4 

4} 

5 

5} 

6 

62- 
7 


.1  '' 
.1 


.8  '' 
1.0 
1.5  " 
2.0 
2.5 


Centering  and  Straight- 
ening,  1  ct. 


Flat  Iron. 


Extra  per  lb. 


I X  f  in.  to  f  in.,  .  .   .4  ct. 


4 

11 

1  to  6  in.  X  J 

and 

5 

.2 

2  U4  u 

xl| 

to  2  in., 

.2 

({ 

2  "  4  '' 

x2i 

3 

11 

•o 

u 

4J-6  - 

xH 

a 

2 

u 

.2 

a 

4J^''6  '' 

x2J 

a 

3 

u 

.4 

u 

7x  I- 

to  1 

in.. 

.3 

u 

7  xH'^ 

''  2 

u 

.4 

u 

8  x  i" 

''  1 

.4 

a 

8  xU'' 

"  2 

u 

.6 

u 

9  X  i'^ 

1 

a 

.6 

9  xlj" 

"  2 

u 

.8 

10  X  f'^ 

1 

u 

.8 

u 

10  xH" 

"  2 

1.0 

u 

11  x  I- 

1 

(( 

.9 

11  xlj^' 

2 

a 

1.1 

a 

12  X  f^' 

1 

u 

.9 

12  xlj'' 

2 

1.1 

6  to  12  x  }  to  A  thick,  .2  ct. 
extra  above  f  ths. 


Cutting  Ordinary  Bars  to  Specified  Lengths. 

Extra  per  lb. 

Flat  bars,  10  to  30  ft.  long  2  ct. 

Over  30  ft.  long,  .1  ct.  for  every  10  ft.  or  fraction  thereof. 
Round  and  square  bars  to  4  in.  diameter,  and  from  10 

to  20  ft.  long,  2  " 

Over  4  in.  diameter,  3  " 


18 


SIZE,  AREA  AND  WEIGHT  OF  ANGLES. 


PENCOYD 


ANGLES. 


IKON  AND  STEEL. 

Size,  area  and  weight  per  foot  of  various  thicknesses  in  pounds. 
Actual  lengtlis  of  legs  corresponding  to  given  thicknesses. 


Size. 


x6 


6  X 

61^  X 
6^  X 

61  x64 

6  x6 

6Ax6A 
6i  x6i 
6^^  X 
61  x64 

5    X  5  X 

X  5 1^  X  ^ 
5}  x5i  X  I 
X  5fV  X  t 
5i  xS^'  X  i 


X  I 
Xt^ 
X  h 

Xt^6 

X  I 

^¥ 

x^ 
X  i 

X  1 


54  X  51  X  t 
5 1%  X  63%  X  ^  ^ 
5|  X  5|  X 
Sfk  X  X 
5i  -"^ 


x51  _  „ 

X  5|  X  I 
5^x5^x11 
5|  X  5f  X  1 

4    X  4  X 

4  X  4^  X  f 
4i  x4i  Xj^ 
4ifex4t^x  1 
41  x41  x/^ 
4i%x4i%x  t 
41  x4|  xH 
4A  X  4i%  X  I 

3i  x3J  xA 
S^xS^x  I 
31  x3|  Xt\ 
SlJxSlix  1 
3|  x3i  x^ 
31tx3Ux  I 

3    x3    X  1 
3^  X  3  X 
3i  X  31  X  I 


Weight  per 

Area. 

Foot. 

Iron. 

Steel. 

4.36 

1A  QO 

Kin 

o.iU 

1  /  .UU 

C  OA 

o.o4 

1Q  QR 

ly.oD 

6.58 

01  QQ 

00  on 

OA  ATI 

OA  QQ 

7.80 

26.00 

26.52 

8.55 

28.50 

29.07 

9.30 

Qi  nn 

Q1  RO 

10.05 

00.  ou 

Q/1  TV 
04.1/ 

10.80 

QR  nn 
00.  UU 

QR  79 

11.55 

QQ  cin 
00.  ou 

QQ  07 

3.60 

12.00 

12.24 

4.21 

14.03 

14.31 

4.82 

16.07 

16.39 

5.45 

18.17 

18.53 

6.09 

on  Qn 

on  71 
zu.  /  i 

6.72 

00  /in 

00  QR 

7.36 

O/I  c:q 

0^  no 

7.97 

OR  CLT 
ZD.O/ 

07  in 

8.58 

OQ  PjC\ 

OQ  1 7 

9.20 

30.67 

31.28 

9.83 

32.77 

^33.43 

2.40 

Q  nn 
o.UU 

Q  1  R 

2,87 

y.b/ 

Q  7R 

y.  /D 

3.34 

11  I'R 
±1.10 

11  9fi 

3.81 

12.70 

12.95 

14.27 

14.55 

4.75 

15.83 

16.15 

5.22 

17.40 

17.75 

5.69 

18.97 

19.35 

2.09 

6.97 

7.11 

2.51 

8.37 

8.53 

2.93 

9.77 

9.96 

3.35 

11.17 

11.39 

3.77 

12.57 

12.82 

4.19 

13.97 

14.24 

1.45 

4.83 

4.93 

1.78 

5.93 

6.05 

2.11 

7.03 

7.17 

2.44 

8.13 

8.30 

Size. 


3}  X  31  X  1 

3t^x3t%X3% 

3i  X  3|-  X  I 

2J  X  2|  X  1 
211  X  213  X, 
2|  X  2f  X  I 
2it  X  21t  X 
3     x3    X  J 

21  x2i  xA 
2t\x2Ax  1 
2f  x2t  xy\ 
211  X  2U  X  I 
2|  x2|  X3^ 
21tx21ix  1 

21  x2i  x,3_. 
2y^  X  2^%  X  1 
2|  x2t  xt\ 
2 1^  X  2    X  I 

2  x2  X  1% 
2,1,  X  2  Jg  X  1 
2i  x2i  x^ 
23;%x2f^x  I 

If  xli  Xj\ 
111  X  111  X  1 
11  xli  x^^ 
llf  xllfx  t 

11  X  H  X  1 

lAxl^Xi3« 
1|    X  If    X  1 

llixlHx^ 
IJ   X  li   X  I 

11  X  11  X  1 

h%  X  ItV  X  iftf 
If    X  If    X  1 

I  Xl      X  1 

h\  X  1^  X 

II  X  11    X  1 


Weight  per 

Area. 

Foot. 

Iron. 

Steel. 

2.77 

9.23 

9.42 

Q  1  n 
O.iU 

10.33 

10.54 

3.43 

11.43 

11.66 

1.31 

A  on 

1.64 

5.47 

5.58 

1  Q7 

i.y  / 

6.57 

6.70 

2.30 

7.67 

7.82 

2.63 

8.77 

8.94 

0.90 

3.00 

3.06 

1.20 

4.00 

4.08 

1.50 

5.00 

5.10 

1.80 

6.00 

6.12 

2.10 

7.00 

7.14 

2.40 

8.00 

8.16 

n  7Q 

u.  /y 

2.63 

0  RQ 

1  nc; 
i.UO 

3.50 

Q  ^1 

0.01 

1  Q1 
i.oi 

4.37 

4.46 

1  c;q 

i.oy 

5.30 

5.41 

0.72 

2.40 

2.45 

0.95 

3.17 

Q  OQ 

1.19 

3.97 

4.05 

1  At^ 
i.40 

4.83 

4.93 

0.63 

2.10 

2.14 

0.83 

2.77 

2.82 

1.05 

3.50 

3.57 

1.29 

4.30 

4.39 

0.34 

1.13 

1.16 

0.53 

1.77 

1.80 

0.70 

2.33 

2.38 

0.88 

2.93 

2.99 

1.05 

3.50 

3.57 

0.30 

1.00 

1.02 

0.45 

1.50 

1.53 

0.59 

1.97 

2.01 

0.23 

0.77 

0.78 

0.34 

1.13 

1.16 

0.45 

1.50 

1.53 

SIZE,  AREA  AND  WEIGHT  OF  ANGI.ES. 


19 


PENCOYD  ANGLES. 

IKON  ANI>  STEEL. 

t^ize,  area  and  weight  per  foot  of  various  thicknesses  in  pounds. 
Actual  lengths  of  legs  corresponding  to  given  thicknesses. 


Size. 


7    X  3^  X  ^ 

7^.  X  3ft  X  h 
1^  x3.ii  X  I 
7Ax3Uxj.; 
7    x3^  X  ^ 

11  x3  .|  X  ^ 
Ih  X  3H  X  \l 
1\  x3:i  xl 

6^  x4  X  I 
6f'r.  x4iVx  1^ 
6t  x4i  X  i 
6}  1  X  4  ft  X  ft 
6 1  x4i  X  ^ 
61,^  X  4ft  X  11 

6  ^  X  4  j|  X  ^ 

6iex4ftxiii 

7  x4i  X  4 
7ji5x4ftxje 
7^  X  ^  X  1 


X 

X  \ 

X  ft 

X 

xH 

X  i?. 

X  4 
15 


6  x4 
6ft  X  4ft 
61  x4i 

6ft  X  4ft 
6.1  x4.i 
6ft  X  4ft 
6,^  x4!| 
6ft  X  4ft 
61  x4i 

6,i(  X  4g   X  1 

6  X  31  X  I 
6ft  X  3ft  X  ft 
6i  x3.|  X  ^ 
6ft  X  3H  X  ft 
6.1  X  3^  X  ^ 
6ft  X  31.^  X  H 
6,^  x3;^  X 
6ft  X  3ig  X  \l 


1  ^^^^ 

1 ' 

1 

Weiqht  per 
!  Foot.  

1  Iron.  1  Steel. 

O.OU 

16.67 

17.00 

5.57 

18.57 

18.94 

0.14 

20.47 

20.88 

0.  /i 

22.37 

22.81 

1  oo 
/.Zo 

24.27 

24.75 

/.oO 

26.' 17 

26.69 

Q  AO 

28.07 

28.63 

8.99 

29.97 

30.57 

,  9.56 

31.87 

32.50 

o.  lo 

12.60 

12.85 

14.70 

14.99 

□.U4 

16.80 

17.14 

,  O.D  / 

18.90 

19.28 

D.oU 

21.00 

21.42 

p.  QQ 

,  D.yo 

23.10 

23.56 

/.Do 

25.20 

25.70 

8  10 

o.iy 

27.30 

27!85 

Q  QO 

29.40 

29.99 

9.45 

31.50 

32.13 

10.08 

33.60 

34.27 

fin 

o.DU 

12.00 

12.24 

4.ZZ 

14.07 

14.35 

A  CM 
4.o4 

16.13 

16.46 

0.4D 

18.20 

18.56 

Oft 

20.27 

20.67 

fi  nr\ 
0.  /U 

22.33 

22.78 

7.32 

24.40 

24.89 

7.94 

26.47 

27.00 

8!56 

28.53 

29.10 

9.18 

30.60 

31.21 

9.80 

32.67 

33.32 

3.39 

11.30  ' 

11.53 

3.99 

13.30 

13.57 

4.59 

15.30 

15.61 

5.19 

17.30 

17.65 

5.79 

19.30 

19.69 

6.39 

21.30 

21.73 

6.99 

23.30 

23.57 

7.59 

25.30 

25.81 

Size. 


6|  x4    X  ^ 

6ft  x4'  " 
6.5  x4< 


Area. 


Weight  per 
Foot. 


Iron.  Steel. 


8.19  27.30 
8.79  29.30 
9.39  ,  31.30 


51  X  31  X  'I 
5ft  X  3ft  X  ft 
bk  x3,^  X 
5iJx3Uxft 
5i  x3|  X  ? 

5  x4 

5ft  X  4ft 
51  x4i^ 
5Ax4ft 
5^  x4,i  X 

-Ax 

X 


X  I 

Xf^fi 
X  1 

^xft 

L    .  ^ 

n 


x4,i 
5i^ix4ft 
5^  x4i 

5    x3^  xft 
s  X  3ft  X  I 
x3g  xft 

G  X  31 J  X  \ 

-4  x3|  xft 
5ft  X  3|f  X  g 
5^  x3«^  xU 
5ft  X  Sit  X  I 

5  x3  xft 
x3ft  X  I 
x3i  xft 
5ft  X  3ft  X  1 
5i  x3i  xft 
"  \  X  3ft  X 

x3g  Xj^ 
5  ft  X  3  ft  X  I 

41  X  3  x^ 

4ft  X  3ft  J  - 

4Hx3ftx  , 
4.^  x3i  xft 
41,^x3ft  X  ^ 
^  x3|  xii 
4i§x3ftx  i 


3.23 
3.76 
4.29 
4.82 
5.35 

3.23 
3.76 
4.29 
4.82 
5.35 
5.88 
6.41 

2.56  8.53 
3.04  10.13 
3.52  11.73 
4.00  ,  13.33 
4.48  I  14.93 
4.96  16.53 
5.44  18.13 
5.92  ,  19.73 


10.77 
12.53 
14.30 
16.07 
17.83 

10.77 
12.53 
14.30 
16.07 
17.83 
19.60 
21.36 


2.40 
2.85 
3.30 
3.75 
4.20 
4.65 
5.10 
5.55 

2.27 
2.70 
3.13 
3.56 
3.99 
4.42 
4.85 
5.28 


8.00 
9.50 
11.00 
12.50 
14.00 
15.50 
17.00 
18.50 

7.57 
9.00 
10.43 
11.87 
13.30 
14.73 
16.17 
17.60 


27.85 
29.89 
31.93 

10.98 
12.78 
14.59 
16.39 
18.19 

10.98 
12.78 
14.59 
16.39 
18.19 
19.99 
21.79 

8.70 
10.34 
11.97 
13.60 
15.23 
16.86 
18.50 
20.13 

8.16 
9.69 
11.22 
12.75 
14.28 
15.81 
17.34 
18.87 

7.72 
9.18 
10.64 
12.10 
13.57 
15.03 
16.49 
17.95 


20 


SIZE,  AREA  AND  WEIGHT  OF  ANGLES. 


PENCOYD  ANGLES. 

IRON  AND  STEEI.. 

Size,  cirea  and  weight  per  foot  of  various  thicknesses  in  pounds. 
Actual  lengths  of  legs  corresponding  to  given  thicknesses. 


Size, 


4  X 

^  X 

44  X 
4i^6X 
4|  X 
4i^6X 


31  x^ 
3  ,^  X  t 
3f  xi^ 

3Ux : 

3  |  x^^ 
3i4  X  f 
3^  xj^ 
3iix  I 


4  x3  x^ 
A  h  X  3  X  I 
4^  x3i  x^^ 

4^3^  X  3,^  X  1 
4i  x31  xA 
4^x3Ax^ 

3|  x3  x  -1% 
3^  X  3^  X  § 
3f  x3^  x^^ 
3U  X  3  A  X  i 
3|  x3i  x^ 
3}|x3Ax  S 

3i  X  2i  X  J 
3^^  X  X  A 
3-1  X  2f  X  I 
3Hx2iix3^ 
3i  X  2|  X  i 

3i  x2  xJJ 
31  X  2  X  ^ 
3i^  X  2A  X  3% 
3t  X  21  X  I 


ylrea. 


Weight  per 
Foot. 


Iron 

1  fitppi 

2.27 

l.bl 

7.72 

9  7n 
/u 

Q  nn 

Q  1ft 

y.io 

Q  1  Q 
O.lo 

in  P.A 

0.00 

1 1  «7 
±1.0/ 

19  in 

Q  QQ 

o.yy 

10.  oU 

1  9  c;7 
10.0/ 

zl  AO 

lil  79 

1 R  n9 

4.85 

16.17 

16.49 

5.28 

17.60 

17.95 

9  HQ 

fi  Q7 

7  11 
/  .11 

9  c;i 

ft  97 
0.0  # 

ft  R9 
O.Oo 

9  QQ 

Q  77 

Q  Qfi 

y.yo 

3.35 

11.17 

11.39 

3.77 

12.57 

12.82 

1  9  Q7 

10. y/ 

1/1  94. 

1  OQ 

i.yo 

49 

D.OO 

2.32 

7.73 

7.89 

9  7n 

Q  1ft 

3.09 

10.30 

10.51 

3.48 

11.60 

11.83 

3.86 

12.87 

13.12 

1.45 

4.83 

4.93 

1.78 

5.93 

6.05 

2.11 

7.03 

7.17 

2.44 

8.13 

8.30 

2.77 

9.23 

9.42 

1.21 

4.03 

4.11 

1.31 

4.37 

4.45 

1.64 

5.47 

5.58 

1.97 

6.57 

6.70 

Size. 


3    X  21  X  J 

3Ax2ftx^ 
3^  X  2f  X  ^ 
3i^x2Hxi% 
3i  x2J  X  ' 

3    x2  X 

3J5x2Axf 
3|  x2^  X  I 
3  A  X  2^  X  1^ 
3i  X  21  X  1 


2i  x2 
2^  X  2  A  X  i 
2t  x2^  x,^ 
2Hx2Ax  I 
2|  x2i  x,^ 
2if  X  2^  X  1 


21  xli  x,-g 
2^xl^x  \ 
2-1  xlf  x,% 
2AxliJx  I 

xli 

2J(,xl^x  1 
21  xl|  x^ 
X  li%  X  I 


Weight  per 

Foot. 

Steel 

1.01 

A  Q7 

A  At^ 
4.40 

1.d4 

R  Al 

f^ft 
O.Oo 

i.y/ 

6.57 

6.70 

9  9n 

7.67 

7.82 

2.63 

Q  11 

Q  AA 
0.44 

1  9n 

A  nn 
4.UU 

A  no 
4.U0 

1  c:n 

i.oU 

5.00 

5.10 

1  on 
i.oU 

6.00 

6.12 

2.10 

7  nn 
/.UU 

7  i>i 
1.14 

2.40 

Q  nn 

0  1  ft 
o.lo 

n  7n 

u.  /y 

2.63 

2.69 

l.UO 

3.50 

3.57 

1.31 

4.37 

4.45 

1.59 

5.30 

5.41 

1.86 

6.20 

6.32 

2.12 

7.07 

7.21 

0.67 

2.23 

2.28 

0.89 

2.97 

3.03 

1.11 

3.70 

3.74 

1.34 

4.47 

4.56 

0.57 

1.90 

1.94 

0.78 

2.60 

2.65 

0.98 

3.27 

3.33 

1.17 

3.90 

3.98 

Note. — In  angles  with  uneven  legs,  the  length  of  the  long  leg  and  the 
thickness  of  the  short  leg  is  a  little  less  than  that  given  in  the  tables. 


SQUARE  AND  ROUND  BARS  OF  IRON  AND  STEEL.  21 

SQUARE  AND  ROUXI>  BARS  OF  IRON 
ANO  STEEL. 

^     ■  in  'W   )  tiiiit^s  the  sertional  area  in  square  inchas  equals  the  weight  per 
'or  m  n  ,      y         lineal  foot  in  i)oun(ls,  on  the  l)asis  of  iron  weighing 
'or  bieei,  .1.4  j  ^^^^      ^^^^^^j  ^^^^  pounds  per  euhie  foot. 


Weight  per  Lineal  Foot  in  Pounds, 

Area  of 
Square  in 
Square 
Inches. 

Area  of 

Round  in 
Square 
Inches. 

Circum- 

fcrcnvc  of 
Round  in 
Inches. 

Square. 

Round. 

0 

Iron. 

Steel. 

Iron. 

Steel. 

0 

n- 

.013 
.062 
.117 
.208 

.013 
.053 
.119 
.212 

.010 
.041 
.092 
.164 

.010 
.042 
.094 
.167 

.0039 
.0166 
.0352 
.0626 

.003 1 
.0123 
.0276 
.0491 

.1963 
.3927 
.5890 
.7864 

it 

.326 
.469 
.638 
.833 

.333 
.478 
.651 
.860 

.256 
.368 
.501 
.654 

.261 
.375 
.51  1 
.667 

.0977 
.1406 
.1914 
.2500 

.0767 
.1  104 
.1503 
.1963 

.9817 
1.1781 
1.3744 
1.6708 

1.055 
1.302 
1.676 
1.875 

1.076 
1.328 
1.608 
1.913 

.828 
1.023 
1.237 
1.473 

.845 
1.043 
1.269 
1.602 

.3164 
.3906 
.4727 
.5625 

.2485 
.3068 
.3712 
.4418 

1.7671 
1.9635 
2.1698 
2.3562 

1 

2.201 
2.552 
2.930 
3.333 

2.245 
2.603 
2.989 
3.400 

1.728 
2. 004 
2. 301 
2.618 

1.763 
2.044 
2.347 
2.670 

.6602 
.7666 
.8789 
1.0000 

.5185 
.6013 
.6903 
.7854 

2.6625 
2.7489 
2.9452 
3.1416 

Me 
ya 
Vie 
34 

3.763 
4.219 
4. 701 
5.208 

3.838 
4.303 
4.795 
6.312 

2.956 
3.313 
3.692 
4.091 

3.014 
3.379 
3.766 
4.173 

1.1289 
1.2666 
1.4102 
1.6626 

.8866 
.9940 
1.1076 
1.2272 

3.3379 
3.6343 
3.7306 
3.9270 

/» 

^2 

6.742 
6.302 
6.888 
7.600 

5.857 
6.428 
7.026 
7.650 

4.610 
4.950 
6.410 
5.890 

4.600 
6.049 
6.618 
6.008 

1.7227 
1.8906 
2.0664 
2.2600 

1.3530 
1.4849 
1.6230 
1.7671 

4.1233 
4.3197 
4.6160 
4.7124 

8.138 
8.802 
9.492 
10.21 

8.301 
8.978 
9.682 
10.41 

6.392 
6.913 
7.466 
8.018 

6.620 
7.051 
7.604 
8.178 

2.4414 
2.6406 
2.8477 
3.0626 

1.9175 
2. 0739 
2.2366 
2.4053 

4.9087 
6.1061 
6.3014 
6.4978 

10.95 
1  1.72 
12.51 
13.33 

11.17 
1 1.95 
12.76 
13. 60 

8.601 
9.204 
9.828 
10.47 

8.773 
9.388 
10.03 
10.68 

3.2862 
3.5166 
3.7639 
4.0000 

2.5802 
2.7612 
2.9483 
3.1416 

6.6941 
6.8906 
6.0868 
6.2832 

14.18 
15. 05 
15.95 
16.88 

14.46 
15.36 
16.27 
17.22 

1  1.14 
1  1.82 
12.53 
13.25 

1  1.36 
12.06 
12.78 
13.52 

4.2639 
4.6156 
4.7862 
6.0625 

3.3410 
3.6466 
3.7583 
3.9761 

6.4796 
6.6769 
6.8722 
7.0686 

17.83 
18. 80 
19. 80 
20. 83 

18.19 
19.18 
20.20 
21.25 

14.00 
14.77 
15.55 
16.36 

14.28 
15. 07 
15.86 
16.69 

6.3477 
6.6406 
5.9414 
6.2500 

4.2000 
4.4301 
4.6664 
4.9087 

7.2649 
7.4613 
7.6576 
7.8540 

22     SQUARE  AND  ROUND  BARS  OF  IRON  AND  STEEL. 


SQUARE  AND  ROUNl>  BARS  OF  IRON 
AND  STEEL.— Continued. 


i 

Weight  per  Lineal  Foot  in  Pounds. 

Area  of 
Square  in 
Square 
Inches. 

A  rea  of 
Round  in 
Square 
Inches. 

Circum- 
ference of 
Round  in 
Inches. 

.-~  ^  «j 
o 

Square. 

Round. 

Iron. 

Steel. 

Iron. 

Steel. 

% 

21.89 
22.97 
24. 08 
25.21 

22.33 
23.43 
24.56 
25.71 

17 
18 
18 
19 

19 
04 
91 
80 

17 
18 
19 
20 

63 
40 
29 
20 

6.6664 
6.8906 
7.2227 
7.6625 

5.1572 
6.4119 
5.6727 
5.9396 

8.0603 
8.2467 
8.4430 
8.6394 

13/ 

% 

3 

26.37 
27.55 
28.76 
30.00 

26. 90 
28. lO 
29.34 
30.60 

20 
21 
22 
23 

71 
64 
59 
56 

21 
22 
23 
24 

12 
07 
04 
03 

7.9102 
8.2656 
8.6289 
9.0000 

6.2126 
6.4918 
6.7771 
7.0686 

8.8357 
9.0321 
9.2284 
9.4248 

Me 

?4 

31.26 
32.55 
33.87 
35.21 

31.89 
33. 20 
34  55 
35.91 

24 
25 
26 
27 

55 
57 
60 
65 

25 
26 
27 
28 

04 
08 
13 
20 

9.3789 
9.7666 
10.160 
10.663 

7.3662 
7.6699 
7.9798 
8.2958 

9.621 1 
9.8175 
10.014 
10.210 

'& 

36.58 
37.97 
39.39 
40.83 

37.31 
38.73 
40.18 
41.65 

28 
29 
30 
32 

73 
82 
94 
07 

29 
30 
31 
32 

OO 
42 
56 
71 

10.973 
1 1.391 
1 1.816 
12.250 

8.6179 
8.9462 
9.2806 
9.621 1 

10.407 
10.603 
10.799 
10.996 

% 

% 

42.30 
43. 8  O 
45.33 
46.88 

43.15 
44.68 
46.24 
47.82 

33 
34 
35 
36 

23 
40 
60 
82 

33 
35 
36 
37 

89 
09 
31 
66 

12.691 
13.141 
13.598 
14.063 

9.9678 
10.321 
10.680 
11.045 

1 1.192 
1 1.388 
11.586 
1  1.781 

% 
% 

4 

48.45 
50.05 
51.68 
53.33 

49.42 
51. 05 
52.71 
54. 40 

38 
39 
40 
41 

05 
31 
59 
89 

38 
40 
41 
42 

81 
lO 
40 
73 

14.535 
15.016 
15.604 
16.000 

11.416 
11.793 
12.177 
12.666 

1 1.977 
12.174 
12.370 
12.566 

55. Ol 
56.72 
58.45 
60.21 

56.1  1 
57.85 
59.62 
61.41 

43 
44 
45 
47 

21 
55 
91 
29 

44 
45 
46 
48 

07 
44 
83 
24 

16.504 
17.016 
17.535 
18.063 

12.962 
13.364 
13.772 
14.186 

12.763 
12.959 
13.165 
13.362 

61.99 
63. 80 
65.64 
67. 50 

63.23 
65. 08 
66.95 
68.85 

48 
50 
51 
53 

69 
1  1 
55 
Ol 

49 
51 
52 
54 

66 
1 1 
68 
07 

18.598 
19.141 
19.691 
20.250 

14.607 
16.033 
16.466 
15.904 

13.648 
13.744 
13.941 
14.137 

•A 

69.39 
71. 30 
73.24 
75.21 

70.78 
72.73 
74.70 
76.71 

54 
56 
57 
59 

50 
00 
52 
04 

56 
57 
68 
60 

69 
12 
67 
22 

20.816 
21.391 
21.973 
22.663 

16.349 
16.800 
17.267 
17.721 

14.334 
14.530 
14.726 
14.923 

Tr 

5 

77. 20 
79.22 
81.26 
83.33 

78.74 
80.80 
82.88 
85. OO 

60 
62 
63 
65 

63 
22 
82 
45 

61 
63 
66 
66 

84 
46 
09 
76 

23.160 
23.766 
24.379 
26.000 

18.190 
18.665 
19.147 
19.636 

15.119 
16.316 
16.612 
15.708 

Me 
Me 

85.43 
87.55 
89. 70 
91.88 

87.14 
89. 30 
91.49 
93.72 

67 
68 
70 
72 

lO 
76 
45 
16 

68 
70 
71 
73 

44 
14 
86 
60 

25.629 
26.266 
26.910 
27.563 

20.129 
20.629 
21.135 
21.648 

15.904 
16.101 
16.297 
16.493 

SQUARE  AND  ROUND  BARS  OF  IRON  AND  STEEL.  2'> 


SQUARE  AND  ROUND  BARS  OF  IRON 
AND  STEEL..— Continued. 


B  "5  J 

irei^A/  jter  Lineal  Foot  in  Pounds. 

A  rea  of 
Square  in 
Square 
Inches. 

Area  of 
Round  in 
Square 
Indies. 

Circum- 
ference of 
Round  in 
Inches. 

Thick, 
or  Dim 
in  Inc 

Square. 

Hound. 

Iron. 

Steel. 

Iron. 

Steel. 

/% 

6^ 

/z 

94. 08 
96.30 
98.55 
100.8 

95.96 
98.23 
100.5 
102.8 

73.89 
76.64 
77.40 
79.19 

75.37 
77.15 
78.95 
80.77 

28.223 
28.891 
29.566 
30.250 

22. 166 
22.691 
23.221 
23.758 

16.690 
16.886 
17.082 
17.279 

Tie 
% 

103. 1 
105.5 
107.8 
1  10.2 

105.2 
107. 6 
1  10.0 
112.4 

8  1.00 
82.83 
84.69 
86.56 

82.62 
84.49 
86.38 
88.29 

30.941 
31.641 
32.348 
33.063 

24.301 
24.860 
25.406 
25.967 

17.476 
17.671 
17.868 
18.064 

% 
% 
Tig 

6 

112.6 
1 15.1 
1  17.6 
120.0 

114.9 
117.4 
1 19.9 
122.4 

88.45 
90. 36 
92.29 
94.25 

90.22 
92.17 
94.14 
96.14 

33.785 
34.516 
35.254 
36. 000 

26.536 
27.109 
27.688 
28.274 

18.261 
18.467 
18.663 
18.860 

/16 

122.5 
125.1 
127.6 
130.2 

125. 0 
127.6 
130.2 
132.8 

96.22 
98.23 
100.2 
102.3 

98.14 
100.2 
102.2 
104.3 

36.764 
37.516 
38.285 
39.063 

28.866 
29.466 
30.069 
30.680 

1 9.046 
19.242 
19.439 
19.636 

^' 

{/ 

132.8 
135.5 
138.1 
140.8 

135.5 
138.2 
140.9 
143.6 

104.3 
106.4 
108.5 
1  10.6 

106.4 
108.5 
1 10.7 
1 12.8 

39.848 
40.641 
41.441 
42.260 

31 .296 
31.919 
32.648 
33.183 

19.83  1 
20.028 
20. 224 
20.420 

9/ 
^16 

^: 

143.6 
146.3 
149.1 
151.9 

146.5 
149.2 
152.1 
154.9 

1 12.7 
114.9 
1 17.1 
119.3 

116.0 
1 17.2 
1 19.4 
121.7 

43.066 
43.891 
44.723 
45.563 

33.824 
34.472 
35.125 
35.785 

20. 617 
20. 813 
21.009 
21.206 

/» 

7 

154.7 
167.6 
160.4 
163.3 

157.8 
160.7 
163.6 
166.6 

121.5 
123.7 
126.0 
128.3 

123.9 
126.2 
128.5 
128.6 

46.4 10 
47.266 
48.129 
49.000 

36.450 
37.122 
37.800 
38.486 

2  1 .402 
21.698 
21.796 
21.991 

Me 

166.3 
169.2 
172.2 
175.2 

166.6 
172.6 
175.6 
178.7 

130.6 
132.9 
135.2 
137.6 

130.9 
136.6 
137.9 
140.4 

49.879 
50. 766 
51.660 
52.563 

39. 176 
39.871 
40.574 
41.282 

22. 187 
22.384 
22.680 
22.777 

178.2 
181.3 
184.4 
187.6 

171.8 
184.9 
188.1 
191.3 

140.0 
142.4 
144.8 
147.3 

142.8 
145.2 
147.7 
160.2 

63.473 
54.391 
55.316 
56.250 

41 .997 
42.718 
43.445 
44.179 

22.973 
23.169 
23.366 
23.562 

190.6 
193  8 
197.0 
200.2 

194.4 
197.7 
201.0 
204.2 

149.7 
152.2 
154.7 
157.2 

162.7 
166.2 
158. 0 
160.3 

57.191 
58.141 
69.098 
60.063 

44.918 
46.664 
46.415 
47.173 

23.758 
23.956 
24.151 
24.347 

13/ 

203.5 
206.7 
210.0 

207. 6 
210.8 
214.2 

159.8 
162.4 
164.9 

163.0 
165.6 
168.2 

61. 035 
62.016 
63.004 

47.937 
48.707 
49.483 

24.644 
24.740 
24.936 

24 


FLAT  BARS  OF  IRON  OR  STEEL. 


FLAT  BARS  OF  IRON  OR  STEEL.. 

AREA  AND  WEIGHTS  PER  LINEAL  FOOT. 


Width  in 
Inches. 

1 

Thick. 

Thick. 

iV^  Thick. 

Area  in 
Square 
Inches. 

Pounds  per 
Foot. 

Area,  in 
Square 
Inches 

Pounds  per 
Foot. 

Area  in 
Square 
Inches. 

Pounds  per 
Foot. 

Iron. 

Steel. 

Iron. 

Steel. 

Iron. 

Steel. 

1 

.063 

.208 

.213 

.125 

All 

.425 

.188 

.625 

.638 

1^8 

.070 

.233 

.238 

.141 

.469 

.478 

.211 

.703 

.719 

.U  10 

.156 

^^91 

.Ool 

.234 

7ft1 
.  10  J. 

7Q7 

1% 

.086 

99.1 

9Q9 

.172 

.0/0 

.ij(y± 

.258 

.859 

.876 

1^2 

.094 

.313 

.320 

.188 

.625 

.638 

.281 

.938 

.957 

1% 

.102 

.339 

.346 

.203 

.677 

.691 

.305 

1.02 

1.04 

.oDO 

Q79 

.219 

79Q 

.328 

1  HQ 
i.uy 

1  11 

.117 

QQ1 

.234 

7ft1 

7Q7 

.352 

1  17 
1.1/ 

1  1Q 

2 

.125 

.417 

.425 

.250 

.833 

.850 

.375 

1.25 

1.28 

.133 

.443 

.452 

.266 

.886 

.904 

.398 

1.33 

1.36 

2\ 

.I'll. 

.4Dy 

4.7ft 

.281 

.yoo 

.yo/ 

.422 

1  41 

1  44 

2% 

.148 

.ouo 

.297 

.yyu 

1  ni 

l.Ul 

.445 

1  4ft 

L.rkO 

X.OL 

2^/2 

.156 

.521 

.531 

.313 

1.04 

1.06 

.469 

1.56 

1.59 

2% 

.164 

.547 

.558 

.328 

1.09 

1.11 

.492 

1.64 

1.67 

2% 

1 79 

.DIO 

.344 

1  1 R 
1.10 

1  17 
1.1  / 

.516 

1  79 

1  7R 
1.  /□ 

2^/8 

.180 

.oyy 

ftl  1 
.011 

.359 

1  9n 

1  99 

.539 

1  ftn 

1  ft4 

3 

.188 

.625 

.638 

.375 

1.25 

1.28 

.563 

1.88 

1.91 

31/4 

.203 

.677 

.691 

.406 

1.35 

1.38 

.609 

2.03 

2.07 

3\ 

01  Q 

HAA 

.  /44 

.438 

1  Af\ 
1.40 

1  AQ 

i.4y 

.656 

9  1Q 

9  9 

3% 

.234 

"701 

.  /ol 

.  /y/ 

.469 

1 

1.00 

i.oy 

.703 

9  '54 

9  "^Q 

4 

.250 

.833 

.850 

.500 

1.67 

1.70 

.750 

2.50 

2.55 

41/4 

.266 

.885 

.903 

.531 

1.77 

1.81 

.797 

2.66 

2.71 

41/2 

0Q1 

.938 

.957 

.563 

1.88 

1.92 

.844 

2.81 

2.87 

4% 

.297 

.990 

1.01 

.594 

1.98 

2.02 

.891 

2.97 

3.03 

5 

.313 

1.04 

1.06 

.625 

2.08 

2.12 

.938 

3.13 

3.19 

51/4 

.328 

1.09 

1.11 

!656 

2.19 

2.23 

.984 

3.28 

3.35 

5% 

.344 

1.15 

1.17 

.688 

2.29 

2.34 

1.03 

3.44 

3.51 

.359 

1.20 

1.22 

.719 

2.40 

2.45 

1.08 

3.59 

3.67 

6 

.375 

1.25 

1.28 

.750 

2.50 

2.55 

1.13 

3.75 

3.83 

.406 

1.35 

1.38 

.813 

2.71 

2.76 

1.22 

4.06 

4.14 

7 

.438 

1.46 

1.49 

.875 

2.92 

2.98 

1.31 

4.38 

4.66 

8 

.500 

1.67 

1.70 

1.00 

3.33 

3.40 

1.50 

5.00 

5.10 

9 

.563 

1.88 

1.92 

1.13 

3.75 

3.83 

1.69 

5.63 

5.74 

10 

.625 

2.08 

2.12 

1.25 

4.17 

4.25 

1.88 

6.25 

6.38 

11 

.688 

2.29 

2.34 

1.38 

4.58 

4.67 

2.06 

6.88 

7.02 

12 

.750 

2.50 

2.55 

1.50 

5.00 

5.10 

2.25 

7.50 

7.65 

FLAT  BARS  OF  IRON  OR  STEEL.  25 


FLAT  BARS  OF  IKON  OR  STEEL.. 

AREA  AND  WEIGHTS  PER  LINEAL  FOOT. 


Thick. 

Thick. 

Thick. 

A  reel  in 

Pounds  per 

Area  in 

Pounds  per 

Area  in 

Pounds  per 

Foot. 

Foot. 

Foot. 

Square 

Square 

Square 

Inches. 

- 

Inches 

Inches. 

Iron. 

Steel. 

Iron. 

Steel. 

Iron. 

Steel. 

1 

.250 

.833 

— ■  

.850 

.313 

1.04 

1.06 

.375 

1.25 

1.28 

l\s 

.281 

.938 

.957 

.352 

1.17 

1.19 

.422 

1.41 

1.44 

.313 

1.04 

1.06 

.oyi 

1.30 

1.33 

.469 

1.56 

1.59 

.344 

1.15 

1.17 

.430 

1.43 

1.46 

.516 

1.72 

1.75 

.375 

1.25 

1.28 

.469 

1.56 

1.59 

.563 

1.88 

1.92 

.406 

1.36 

1.39 

.508 

1.69 

1.72 

.609 

2.03 

2.07 

.438 

1.46 

1.49 

.04/ 

1.82 

1.86 

.656 

2.19 

2.23 

.469 

1.56 

1.59 

.586 

1.95 

1.99 

.703 

2.34 

2.39 

2 

.500 

1.67 

1  70 

.625 

2.08 

2.12 

.750 

2.50 

2.55 

.531 

1.77 

1.81 

.664 

2.21 

2.25 

.197 

2.65 

2.70 

OX/. 

.563 

1.88 

1.92 

.  /UO 

2.34 

2.39 

.844 

2.81 

2.87 

.594 

1.98 

2.02 

.742 

2.47 

2.52 

.891 

2.97 

3.03 

.625 

2.08 

2.12 

.781 

2.60 

2.65 

.938 

3  13 

3.19 

2% 

.656 

2.19 

2.23 

.820 

2.73 

2.78 

.984 

3.28 

3.35 

^4 

.688 

2.29 

2.34 

Qc;q 

.ooy 

2.86 

2.92 

1.03 

3.44 

3.51 

.719 

2.40 

2.45 

.898 

3.00 

3.06 

1.08 

3.60 

3.67 

3 

.750 

2.50 

2.55 

.938 

3.13 

3.19 

1.13 

3.75 

3.83 

.813 

2.71 

2.76 

1.02 

3.39 

3.45 

1.22 

4.06 

4!l5 

.875 

2.92 

2.98 

1  HQ 

i.uy 

3.65 

3.72 

1.31 

4.38 

4.47 

.938 

3.13 

3.19 

1.17 

3.91 

3.99 

1.41 

4.69 

4.78 

4 

1.00 

3.33 

3.40 

1.25 

4.17 

4.25 

1.50 

5.00 

5.10 

4^4 

1.06 

3.54 

3.61 

1.33 

4.43 

4.52 

1.59 

5.31 

5^42 

4^2 

1.13 

3.75 

3.83 

1/11 

1.41 

4.69 

4.78 

1.69 

5.63 

5.74 

1.19 

3.96 

4.04 

1.48 

4.95 

5.05 

1.78 

5.94 

6.06 

5 

1.25 

4.17 

4.25 

1.56 

5.21 

5.31 

1.88 

6.25 

6.38 

5^4 

1.31 

4.38 

4.46 

1.64 

5.47 

5.58 

1.97 

6.56 

6.69 

1.38 

4.58 

4.67 

1.72 

5.73 

5.84 

2.06 

6.88 

7.02 

1.44 

4.79 

4.89 

1.80 

5.99 

6.11 

2.16 

7.19 

7.34 

6 

1.50 

5.00 

5.10 

1.88 

6.25 

6.38 

2.25 

7.50 

7.65 

1.63 

5.42 

5.53 

2.03 

6.77 

6.90 

2.44 

8.13 

8.29 

7 

1.75 

5.83 

5.95 

2.19 

7.29 

7.44 

2.63 

8.75 

8.93 

8 

2.00 

6.67 

6.80 

2.50 

8.33 

8.50 

3.00 

10.00 

10.2 

9 

2.25 

7.50 

7.65 

2.81 

9.38 

9.56 

3.38 

11.25 

11.48 

10 

2.50 

8.33 

8.50 

3.13 

10.42 

10.64 

3.75 

12.50 

12.75 

11 

2.75 

9.17 

9.35 

3.44 

11.46 

11.70 

4.13 

13.75 

14.03 

12 

3.00 

10.00 

10.2 

3.75 

12.50 

12.75 

4.50 

15.00  , 15.30 

26 


FLAT  BARS  OF  IRON  OR  STEEL. 


FLAT  BARS  OF  IKOX  OK  STEEL. 

AREA  AND  WEIGHTS  PER  LINEAL  FOOT. 


Width  in 
Inches. 

tV'^  TMcl:. 

V  TliicJ:. 

t'/'  Thick. 

Ave  (I  in 
Square 
Inches. 

Pounds  per 
Foot. 

Area  in 
Square 
Inches 

Poifnds  per 
Foot. 

A  ren  in- 
Square 
Inches. 

Pounds  per 
Foot. 

Steel, 

ton. 

Steel. 

Ir  n 
)  n. 

Steel. 

1 

.438 

1.46 

1.49 

.500 

1.67 

1.70 

.563 

1.88 

1.92 

1^8 

.481 

1.64 

1.67 

.563 

1.87 

1.91 

.618 

2.06 

2.10 

1^4 

.547 

i.OD 

.625 

2.08 

2.12 

.703 

0  OA 

0  on 

l'^8 

.602 

.688 

0  on 

0  OA 

.773 

1^2 

.656 

2.19 

2.23 

.750 

2.50 

2.55 

.844 

2.81 

2.87 

1% 

.711 

2.37 

2.42 

.813 

2.71 

2.76 

.914 

3.05 

3.11 

1% 

.766 

Z.oo 

2.60 

.875 

2.92 

2.98 

.984 

0  OQ 

0  oc; 
O.OO 

IVs 

.820 

0  no 

.938 

O.iii 

J.io 

1.05 

O.OU 

0.0/ 

2 

.875 

2.92 

2.98 

1.00 

3.33 

3.40 

1.13 

3.75 

3.83 

2^8 

.930 

3.10 

3.16 

1.06 

3.54 

3.61 

1.20 

4.00 

4.08 

2\ 

.984 

3.28 

3.35 

1.13 

3.75 

3.83 

1.27 

A  00 

A  on 

2% 

1.04 

o.4b 

0.00 

1.19 

3.96 

4.04 

1.34 

A  Ad 

4.4D 

4.00 

2H2 

1.09 

3.65 

3.72 

1.25 

4.17 

4.25 

1.41 

4.69 

4.78 

2% 

1.15 

3.83 

3.91 

1.31 

4.38 

4.47 

1.48 

4.92 

5.02 

1.20 

4.Ui 

4.09 

1.38 

4.58 

4.67 

1.55 

o.io 

n;  Oft 

2% 

1.26 

4.20 

4.28 

1.44 

4.79 

4.89 

1.62 

O.OU 

3 

1.31 

4.38 

4.46 

1.50 

5.00 

5.10 

1.69 

5.63 

5.74 

314 

1.42 

4.74 

4.83 

1.63 

5.42 

5.53 

1.83 

6.09 

6.22 

31^ 

1.53 

O.IU 

5.20 

1.75 

5.83 

5.95 

1.97 

D.OO 

D.  /U 

3\ 

1.64 

5.47 

5.58 

1.88 

6.25 

6.38 

2.11 

1  no 
/.Do 

T  1  '7 

4 

1.75 

5.83 

5.95 

2.00 

6.67 

6.80 

2.25 

7.50 

7.65 

^\ 

1.86 

6.20 

6.32 

2.13 

7.08 

7.22 

2.39 

7.97 

8.13 

4I0 

1.97 

6.56 

6.70 

2.25 

7.50 

7.65 

2.53 

8.44 

8.61 

2.08 

6.93 

7.07 

2.38 

7.92 

8.08 

2.67 

8.91 

9.09 

5 

2  19 

7.29 

7.44 

2.50 

8.33 

8.50 

2.81 

9.38 

9.57 

5^4 

2!30 

7.66 

7.81 

2^63 

8.75 

8.93 

2^95 

9.84 

10.04 

5i:> 

2.41 

8.02 

8.18 

2.75 

9.17 

9.35 

3.09 

10.31 

10.52 

5^4 

2.52 

8.39 

8.56 

2.88 

9.58 

9.77 

3.23 

10.78 

11.00 

6 

2.63 

8.75 

8.93 

3.00 

10.00 

10.20 

3.38 

11.25 

11.48 

2.84 

9.48 

9.67 

3.25 

10.83 

11.05 

3.66 

12.19 

12.43 

7 

3.06 

10.21 

10.41 

3.50 

11.67 

11.90 

3.94 

13.13 

13.39 

8 

3.50 

11.67 

11.90 

4.00 

13.33 

13.60 

4.50 

15.00 

15.30 

9 

3.94 

13.13 

13.40 

4.50 

15.00 

15.30 

5.06 

16.88 

17.22 

10 

4.38 

14.58 

14.88 

5.00 

16.67 

17.00 

5.63 

18.75 

19.14 

11 

4.81 

16.04 

16.36 

5.50 

18.33 

18.70 

6.19 

20.63 

21.05 

12 

5.25 

17.50 

17.85 

6.00 

20.00 

20.40 

6.75 

22.50 

22.95 

I 

FLAT  BARS  OF  IRON  OR  STEEL.  27 


FLAT  BARS  OF  IKON  OK  STEEL. 

AREA  AND  WEIGHTS  PER  LINEAL  FOOT. 


-   

Thick. 

Thick. 

f  Thick. 

A  vpci  in 
Square 
Inches. 

'Pounds  per 
Foot. 

A  rea  in 
Square 
Inches 

Pounds  per 
Foot. 

A  rea  in 
Square 
Inches. 

Pounds  per 
Foot. 

1  on. 

ee  . 

1  on. 

Steel 

;  7. 

Steel. 

— 

1 
i 

.625 

2.08 

2  12 



.688 

2.29 

2.34 

.750 

2.50 

2.55 

1 1 

.687 

2.34 

2.39 

.756 

2.52 

2.57 

.825 

2.81 

2.86 

.781 

2.60 

2.65 

.859 

2.86 

2.92 

.938 

o.io 

o.iy 

l< 

.859 

2.86 

2.92 

.945 

3.15 

3.21 

1.03 

0.44 

O.Oi 

11'. 

.938 

3.13 

3.19 

1.03 

3.44 

3.51 

1.13 

3.75 

3.83 

1  r>/t 

i  -8 

1.02 

3.39 

3.46 

1.12 

3.73 

3.80 

1.22 

4.06 

4.14 

I'U 

1.09 

3.65 

3.72 

1.20 

4.01 

4.09 

1.31 

4.38 

4.47 

1^8 

1.17 

3.91 

3.99 

1.29 

4.30 

4.39 

1.41 

4.69 

A  1Q 

4. 10 

9 

1.25 

4.17 

4.25 

1.38 

4.58 

4.67 

1.50 

5.00 

5.10 

1.33 

4.43 

4.52 

1.46 

4.87 

4.97 

1.59 

5.31 

5.42 

2'j 

1.41 

4.69 

4.78 

1.55 

5.16 

5.26 

1.69 

5.63 

5.74 

1.48 

4.95 

5.05 

1.63 

5.44 

5.55 

1.78 

5.94 

a  rid 

91/, 

1.56 

5.21 

5.31 

1.72 

5.73 

5.84 

1.88 

6.25 

6.38 

^  H 

1.64 

5.47 

5.58 

1.80 

6.01 

6.13 

1.97 

6.56 

6.69 

1.72 

5.73 

5.84 

1.89 

6.30 

6.43 

2.06 

6.88 

7.02 

2% 

1.80 

5.99 

6.11 

1.98 

6.59 

6.72 

2.16 

7.19 

7.33 

o 
o 

1.88 

6.25 

6.38 

2.06 

6.88 

7.02 

2.25 

7.50 

7.65 

6  /4 

2.03 

6.77 

6.91 

2.23 

7.45 

7.60 

2.44 

8.13 

8.29 

3V> 

2.19 

7.29 

7.44 

2.41 

8.02 

8.18 

2.63 

8.75 

8.93 

2.34 

7.81 

7.97 

2.58 

8.59 

8.76 

2.81 

9.38 

9.57 

*i 

2.50 

8.33 

8.50 

2.75 

9.17 

9.35 

3.00 

10.00 

10.20 

/ii/i 

2.66 

8.85 

9.03 

2.92 

9.74 

9.93 

3.19 

10.63 

10.84 

4  k, 

2.81 

9.38 

9.57 

3.09 

10.31 

10.52 

3.38 

11.25 

11.48 

^\ 

2.97 

9.90 

10.10 

3.27 

10.89 

11.11 

3.56 

11.88 

12.12 

c: 
u 

3.13 

10.42 

10.63 

3.44 

11.46 

11.69 

3.75 

12.50 

12.75 

f^l/i 
OV4 

3^28 

10.94 

11.16 

3^61 

12.03 

12.27 

3^94 

13.13 

13.39 

3.44 

11.46 

11.69 

3.78 

12.60 

12.85 

4.13 

13.75 

14.03 

0*/4 

3.59 

11.98 

12.22 

3.95 

13.18 

13.44 

4.31 

14.38 

14.67 

6 

3.75 

12.50 

12.75 

4.13 

13.75 

14.03 

4.50 

15.00 

15.30 

4.06 

13.54 

13.81 

4.47 

14.90 

15.20 

4.88 

16.25 

16.58 

7  " 

4.38 

14.58 

14.87 

4.81 

16.04 

16.36 

5.25 

17.50 

17.85 

8 

5.00 

16.67 

17.00 

5.50 

18.33 

18.70 

6.00 

20.00 

20.40 

9 

5.63 

18.75 

19.13 

6.19 

20.63 

21.04 

6.75 

22.50 

22.95 

10 

6.25 

20.83 

21.25 

6.88 

22.92 

23.38 

7.50 

25.00 

25.50 

11 

6.88 

22.92 

23.38 

7.56 

25.21 

25.71 

8.25 

27.50 

28.05 

12 

7.50 

25.00 

25.50 

8.25 

27.50 

28.05 

9.00 

30.00 

1  30.60 

28 


FLAT  BARS  OF  IRON  OR  STEEL. 


FLAT  BARS  OF  IRON  OR  STEEL. 

AREA  AND  WEIGHTS  PER  LINEAL  FOOT. 


Width  ill 
Inches. 

8 

Thick. 

jY^  Thick. 

SQuave 
Inches, 

Pounds  per 
Foot. 

j\  reel  m 
Squfire 
Inches 

Pounds  per 
Foot. 

Area  in 
Square 
Inches. 

Pounds  per 
Foot. 

Iron. 

Steel. 

Iron. 

Steel. 

Iron. 

'  Steel. 

1 

.813 

2.71 

2.76 

.875 

2.92 

2.98 

.938 

3.13 

3.19 

.893 

2.97 

3.03 

.962 

3.28 

3.35 

1.03 

3.44 

3.51 

1^4 

1.02 

3.39 

3.45 

1.09 

3.65 

3.72 

1.17 

3.91 

3.99 

1% 

1.12 

3.73 

3.80 

1.20 

4.01 

4.09 

1.29 

4.30 

4.39 

1^ 

1.22 

4.06 

4.14 

1.31 

4.38 

4.47 

1.41 

4.69 

4.78 

^  'S 

1.32 

4.40 

4.49 

1.42 

4.74 

4.83 

1.52 

5.08 

5.18 

1% 

1.42 

4.74 

4.83 

1.53 

5.10 

5.20 

1.64 

5.47 

5.58 

1% 

1.52 

5.08 

5.18 

1.64 

5.47 

5.58 

1.76 

5.86 

5.98 

2 

1.63 

5.42 

5.53 

1.75 

5.83 

5.95 

1.88 

6.25 

6.38 

Z  /8 

1.73 

5.76 

5.88 

1.86 

6.20 

6.32 

1.99 

6.64 

6.77 

2\ 

1.83 

6.09 

6.21 

1.97 

6.56 

6.69 

2.11 

7.03 

7.17 

2% 

1.93 

6.43 

6.56 

2.08 

6.93 

7.07 

2.23 

7.42 

7.57 

2.03 

6.77 

6.91 

2.19 

7.29 

7.44 

2.34 

7.81 

7.97 

^  /8 

2.13 

7.11 

7.25 

2.30 

7.66 

7.81 

2.46 

8.20 

8.36 

2\ 

2.23 

7.45 

7.60 

2.41 

8.02 

8.18 

2.58 

8.59 

8.77 

2% 

2.34 

7.79 

7.95 

2.52 

8.39 

8.56 

2.70 

8.99 

9.17 

q 
o 

2.44 

8.13 

8.29 

2.63 

8.75 

8.93 

2.81 

9.38 

9.57 

<yiA. 

2.64 

8.80 

8.98 

2.84 

9.48 

9.67 

3.05 

10.16 

10.36 

^\ 

2.84 

9.48 

9.67 

3.06 

10.21 

10.41 

3.28 

10.94  11.16 

3.05    1 10.16 

10.36 

3.28 

10.94 

11.16 

3.52 

11.72  11.95 

4 

3.25    !  10.83 

11.05 

3.50 

11.67 

11.90 

3.75 

12.50 

12.75 

41/4 

3.45 

11.51 

11.  /4 

3.72 

1Z.4U 

IZ.DO 

3.98 

13.28 

13.55 

41/2 

3.66 

12.19 

12.43 

3.94 

13.13 

13.39 

4.22 

14.06, 14.34 

4% 

3.86 

12.86 

13.12 

4.16 

13.85 

14.13 

4.45 

14.84  15.14 

5 

4.06 

13.54 

13.81 

4.38 

14.58 

14.87 

4.69 

15.63'  15.94 

5\ 

4.27  14.22 

14.50 

4.59 

15.31 

15.62 

4.92 

16.41 

16.74 

4.47  1 

14.90 

15.20 

4.81 

16.04 

16.36 

5.16 

17.19 

17.53 

5% 

4.67 

15.57 

15.88 

5.03 

16.77 

17.11 

5.39 

17.97 

18.33 

6 

4.88 

16.25 

16.58 

5.25 

17.50 

17.85 

5.63 

18.75 

19.13 

5.28 

17.60 

17.95 

5.69 

18.96 

19.34 

6.09 

20.31  20.72 

7 

5.69 

18.96 

19.34 

6.13 

20.42 

20.83 

6.56 

21.88  22.32 

8 

6.50 

21.67 

22.10 

7.00 

23.33 

23.80 

7.50 

25.00  25.50 

9 

7.31 

24.38 

24.86 

7.88 

26.25 

26.78 

8.44 

28.13  28.69 

10 

8.13 

27.08 

27.62 

8.75 

29.17 

29.75 

9.38 

31.25  31.88 

11 

8.94 

29.79 

30.39 

9.63 

32.08 

32.72 

10.31 

34.38  35.06 

12 

9.75  j 

32.50 

33.15 

10.50 

I 

35.00 

35.70 

11.25 

37.50  38.25 

FLAT  BARS  OF  IRON  OR  STEEL.  29 


FLAT  BARS  OF  IKON  OK  STEEL. 

ARKA  AND  WEIGHTS  PER  LINEAL  FOOT. 


V  nick. 

IjY^  Thick. 

1  3 

Thick. 

Area  iH 
Sqtmre 
Inches. 

Pounds  per 
Foot. 

A  reel  in 
Square 
Inches 

Pounds  per 
Foot. 

A  rea  in 
Square 
Inches. 

Pounds  per 
Foot. 

Iron. 

Sieel. 

Iron. 

Steel. 

Iron. 

Steel. 

1 

1.00 

3.33 

3.40 

 — 

1.06 

3.54 

3.61 

1.19 

3.96 

4.04 

1% 

1.13 

3.75 

3.83 

1.17 

3.89 

3.97 

1.31 

4.35 

4.44 

1.25 

4.17 

4.25 

1.33 

4.43 

4.52 

1.48 

4.95 

5.05 

1.38 

4.58 

4.67 

1.46 

4.87 

4.97 

1.63 

5.44 

5.55 

1.50 

5.00 

5.10 

1.59 

5.31 

5.42 

1.78 

5.94 

6.06 

1% 

1.63 

5.42 

5.53 

1.73 

5.75 

5.87 

1.93 

6.43 

6.56 

1% 

1.75 

5.83 

5.95 

1.86 

6.20 

6.32 

2.08 

6.93 

7.07 

1.88 

6.25 

6.38 

1.99 

6.64 

6.77 

2.23 

7.42 

l.bl 

2 

2.00 

6.67 

6.80 

2.13 

7.08 

7.22 

2.38 

7.92 

8.08 

2\ 

2.13 

7.08 

7.22 

2.26 

7.53 

7.68 

2.52 

8.41 

8.58 

2^4 

2.25 

7.50 

7.65 

2.39 

7.97 

8.13 

2.67 

8.91 

9.09 

2.38 

7.92 

8.08 

2.52 

8.41 

8.58 

2.82 

9.40 

9.59 

2\ 

2.50 

8.33 

8.50 

2.66 

8.85 

9.03 

2.97 

9.90 

10.10 

2% 

2.63 

8.75 

8.93 

2.79 

9.30 

9.49 

3.12 

10.39 

10.60 

2% 

2.75 

9.17 

9.35 

2.92 

9.74 

9.93 

3.27 

10.89 

11.11 

Ct  /g 

2.88 

9.58 

9.77 

3.05 

10.18 

10.38 

3.41 

11.38 

11.61 

3 

3.00 

10.00 

10.20 

3.19 

10.63 

10.84 

3.56 

11.88 

12.12 

3.25 

10.83 

11.05 

3.45 

11.51 

11.74 

3.86 

12.86 

13.12 

3.50 

11.67 

11.90 

3.72 

12.40 

12.65 

4.16 

13.85 

14.13 

33^ 

3.75 

12.50 

12.75 

3.98 

13.28 

13.55 

4.45 

14.84 

15.14 

4 

4.00 

13.33 

13.60 

4.25 

14.17 

14.45 

4.75 

15.83 

16.15 

41/4 

4.25 

14.17 

14.45 

4.52 

15.05 

15.35 

5.05 

16.82 

17.16 

4.50 

15.00 

15.30 

4.78 

15.94 

16.26 

5.34 

17.81 

18.17 

4.75 

15.83 

16.15 

5.05 

16.82 

17.16 

5.64 

18.80 

19.18 

5 

O.UU 

16.67 

17.00 

O.oi 

17.71 

18.06 

5.94 

19.79 

20.19 

5.25 

17.50 

17.85 

5.58 

18.59 

18.96 

6.23 

20.78 

21.20 

5.50 

18.33 

18.70 

5.84 

19.48 

19.87 

6.53 

21.77 

22.21 

5.75 

19.17 

19.55 

6.11 

20.36 

20.77 

6.83 

22.76 

23.22 

6 

6.00 

20.00 

20.40 

6.38 

21.25 

21.68 

7.13 

23.75 

24.23 

6.50 

21.67 

22.10 

6.91 

23.02 

23.48 

7.72 

25.73 

26.24 

7 

7.00 

23.33 

23.80 

7.44 

24.79 

25.29 

8.31 

27.71 

28.26 

8 

8.00 

26.67 

27.20 

8.50 

28.33 

28.90 

9.50 

31.67 

32.30 

9 

9.00 

30.00 

30.60 

9.56 

31.88 

32.52 

10.69 

35.63 

36.34 

10 

10.00 

33.33 

34.00 

10.63 

35.42 

36.13 

11.88 

39.58 

40.38 

11 

11.00 

36.67 

37.40 

11.69 

38.96 

39.74 

13.06 

43.54 

44.41 

12 

12.00 

40.00 

40.80 

12.75 

42.50 

43.35 

14.25 

47.50 

48.45 

WEIGHT  OF  PLATE  IRON. 


1 


tH 

40.00 
43.33 
46.67 
50.00 

53.33 
56.67 

oco     ir-ooot:^     ocot^oco  ! 

pp      ppCOp  OCOCDOCO 
CDOO      CDCDOOCO  CDCOCDOOO 
CD  CO      CDt>l>I>  COOOOOCJIO) 

infX) 

O  CO  lO  00 
LO  CD  t>  CO 

d  CO  CD 

CO  ""CiH  ^ 

50.00 
53.13 

LOC^      OOOLOOO  OCMiOOOO 

PP        p  P  O-  P        p  r-H  p  p  p 

cDoi     CM*LOc6T-i  LOooT-H-^t^ 

LO  lO      CD  CD  CD  t>      t>t>00  00  00  | 

t-X 

O  CM  CO  LO 
O  (35  CO  t> 

in     CD  00 

00  CO  '"^  ^ 

46.67 
49.60 

Oi— 1      COlOD^CT)      O  < — 1  CO  lO  CD 
pTji      pprHp  OCT>00t>p 
CMlO      OOT-HTjHt^  CDCM"LO06r-i 
lOLO      lOCDCDCD  t>I>-t>I>00 

r-H 

O  r-l  CO 
lO      05  CD 
(>i  LO  CD 
CO  CO  CO  ^ 

43.33 
46.05 

LOLO      l>-00000  OOCMOOrf 
C-;'^      r-J  p  p  p      p  t>  "<;t^  T-J  p 
00  T-H           CD  Cjj  CM       l6       CD  CO  LO 
LO       LO  LO  LO  CD       CD  CD  t>  t>  t> 

30.00 

32.50 

37.50 

40.00 
42.50 

45.00 
47.50 

50.00 
52.50 
55.00 
57.50 

60.00 
62.50 
65.00 
67.50 
70.00 

O  CX)  00  00 
LO  t>  O  CO 
t>^  05  Cvd  '"^ 

03  oa  CO  CO 

36.67 
38.96 

LO'"^      COCOCMi-l  OC350000I>- 
pLO     p1-l'«i^^-  ppppT-j 

T-H  CO      LOOOCicM  LOC^oJt-H'^ 
Tjl           T^-^LOLO  LOLOlOCDCD 

O  CO  t>  LO 
P  p  T-H 
lO  t>  C^i  T-H 
CM  Oa  CN3  CO 

33.33 
35.42 

oco      t-LOCOCM  O00l>-iOC0 
pp       p[>;pp  PPt-JPP 

t>c75    i-5col6i>^  cdcm-^cdco 

coco           "^^      "Sji  lOlOiOlOlO 

OOOLOCO 

LO  CO  eg  »- 

o5  TJH  CD  OC 

03  c<i  cq  CM 

30.00 

31.88 

mt>    OOOLOCO  ot>Locoo 

l>p       ppprH  ppt>pp 
COlO      t-^oirHCO  lOCDOOCDCM 

coco    coco'^'^  -^-^^ima 

r+M 

O  t--  CO  O  !> 

p  p  00  p      p  CO 
CD  t-l  CO  LO      CD  00 
CM  CM  CM  CV]      CM  CM 

OCD      C0Ot>Tj1  OCDOOOD- 

pp     pppp  ppppp 

CD  T-H       CO  LO  CD  00      CD  r-1  CO  LO  CD 
coco      COCOCOCO          «^ T^i -.^ 

OCDCMOO      00O5LOT-I      D^COOO-!*!       O  CD  CM  00  CO 
pp-'^i^p      COI>-CMt>      »-J  p  p  LO  O'>;fpp00 
I>o6c5tH      CO^CDC^      oicDCMCO  LOCDC^Cjici 
tHtHCMCM      CM  CM  cm  cm      CM  00  CO  CO      CO  CO  CO  CO 

MfCC 

OLOOlO      OLOOiO      O  LO  O  LO  OLOOLOO 
pCMpt>      p  CM  LO           p  CM  p  I>  pCMpl>0 
LOCDO^CO       CDt-MCMOO      lOCDD-^CO       CD  .-5  cm  CO  LO 

tHtH,-),-!     cmcmcmcm     cmcmcmcm  cococococo 

12.50 
13.54 
14.58 
15.63 

t>TH  LO  cr> 
p  t>  I>  l> 
CO  t>  00  C3) 

i-H  1-1  tH  i-H 

20.83 
21.88 
22.92 
23.96 

O      00  CO  l> 
P  P  P  1-J  1-H 

l6  CD  l>  00  C35 
CM  CM  CM  CM  CM 

O  CO  t>  o 
pppp 

CO  O  O  CO 

P  T-j  p  p 

t>  O  CO  l> 

P  p  P  T-J 

O  CO  [>■  O  00 

ppppp 

OOrHCM      OOrJ^LOLO  CDt-OOCT) 


lO  i-(  I>  CO 

i>od  00  oi 


O  CO  LO  00 

p  T-j   t>  P 

CM  00  00  'si^ 


LO  LO  CD  CD  [>- 


O  CM  CO  lO 

ir^ooocM 

CD  O  LO  <J) 

COLOl>00 

O  CM  CO  LO  t> 

O  TJH  00  CM 

P      tH  p 

O      00  p  CD 

LOiOiOCD 

CD  t> 

00  00  crj  cji 

CD  d  d  1-5  T-^ 

•S9H0UJ 


OrHCMCO  CO^iOCD 

pt^-OirH  p  p  I>  p 

CMCMCMOO  COCOCOCO 

CM  CO      LO  CD  l>  00  CT) 


'  1-J  p  p  t> 
^  ^ 


lO  LO  LO  lO  LO 


WEIGHT  OF  PLATE  IRON.  31 


I 


CD  O  O  CO 
CO  O  CD  00 
CJ5  O  O  i-H 


ot-coo  c^coot> 


cqpt>cop 

CO  O  CD  00  CD 
l>  CO  00  CD  o 

'  .-1  .-1  t-t        ,-,  rl  ,-1  ,-1  r-.        ,-1  r-.        T-l        rH  rH  CVJ 

I    S^^O(N     uooqpcNi    iot>p(N  inoqpcNio 

I  CDCOOCD  CN30dlOi-i  I^OOOCD  Cvi  00  lO  i-H  t> 
I      a>C3500      »-l.-l(MCO      CO-^^^lOin      CDCDt>00  00 


^  <5  CO  CO 


00  (N  poo 

c8  S 


t>  in  CO  cv]  o 

rH  t>  CO  Oj  IT) 

in  Lo  CO  CO 


ojcDo-^  oooot>-»-Hin 


D  CD  iri  Q  u 
-  00  00      CD  c 


p  p  p  p 
CD  in  CD  in 

r-(  tH  03  03 


o  o  o  o  o 


00 Tt^  o CO  O3oococx)in 


5  O  CO  O 
5  rH  CO  in 


-"^i  CD  C 

in  in  cj 

^  o  c 
cope 


CM  C 


Si 


0  CV]  CO  in 
in  ^  CO  03 

01  in  00  »-< 
in  in  in  CO 


poqpoj  cqini>oqp 

'-HincD"^  odojcdcDin 

CD  CD  O  O  0»-I»-I0305  I 

rH  rH  i-H  rH  tH  iH  tH 

SoaS?^  Scoot-in 


00  Q 

in  uD 


o 

CO 

CD 

p 

CO 

p 

CD 

CO 

CD 

00 

00 

00 

»— I 

CO 

in 

CD 

CD 

00 

o 

p 

03 

in 

T-H 

I> 

i> 

00 

03  in  o  in 
CO  t>  C)  oi 

CO  CO  ^  '"^^ 


)  S  o  S  S 


in  p  LD  p 
in  i>  CD  cvj  in 
CO  CD  i>  r>  i> 


H  CV]  CO  Ll 

"•i^  CO  00  CD  oi 
in  in  in  CD  CO 


Ttl       rtl  u 


Q  in  Q  in  Q 
i75 1>  o  03  in 


00  Q  CO  t> 

oincorH 
oioi  co-"^ 


D  t>- O  CO  t>-OC0t>O 
D  i-H  O  00  CDinCOrHO 


in  in  CD  o- 


CO  CO  CO  l> 


C-OOOOO  050)00 


00  03  p  O  u 

CD  1-5 1-5  oi  oi 


32     ROLLED  SHEETS  OF  WROUGHT  IRON  AND  STEEL. 


WEIGHT  OF  KOL.L.ED  SHEETS  OF 
WROUGHT  IRON  AND  STEEL. 

CALCUI.ATIONS  BASED   ON  SPECIFIC  GRAVITY  OF  7.70 
FOR  IRON  AND  7.85  FOR  STEEL. 


No.  of 
Gauge. 

Birmingham  Wire  Gauge. 

American  {B.  <fc  S.)  Wire  Gauge. 

Thickness  in 
Inches. 

Weight  per  Square 
Foot. 

Thickness  in 
Inches. 

Weight  per  Square 
Foot. 

Iron 

Steel. 

Iron 

Steel. 

OOOO 

.454 

1  « 

.46 

1  n  Trt 

ooo 

.425 

1 7  OO 

17  34 

.4096 

16  39 

16  72 

oo 

.38 

15!20 

15!50 

.3648 

14!59 

14.88 

o 

.34 

13. 60 

13.87 

.3249 

13. OO 

13.26 

1 

.3 

12.00 

12.24 

.2893 

1 1  .oT 

1  1  nn 

2 

.284 

1 1 .59 

.2576 

10.31 

10  52 

3 

.259 

lo!35 

10.56 

.2294 

9.18 

9!36 

4 

.238 

9.52 

9.71 

.2043 

8.17 

8.33 

5 

.22 

8.80 

8  .98 

.1819 

7.27 

^7  a.o 

6 

.203 

.1620 

6.48 

6  61 

7 

.18 

7!l9 

7!34 

.1443 

5.77 

5!88 

8 

.165 

6.60 

6.73 

.1285 

5.14 

5.24 

9 

.148 

0.92 

6.04 

.1 144 

4.57 

lO 

.134 

5.36 

5.47 

.1019 

4.07 

4-.  1 5 

11 

.12 

4.80 

4.89 

.0907 

3.63 

3.70 

12 

.109 

4.35 

4.44 

.0808 

3.23 

3.29 

13 

.095 

3.80 

3.87 

.0720 

2.88 

2.93 

14 

.083 

3.32 

3.38 

.0641 

2.66 

2.61 

15 

.072 

2.88 

2.94 

.0571 

2.28 

2.32 

16 

.065 

2.60 

2.65 

.0508 

2.03 

2.07 

17 

.058 

2.32 

2.37 

.0453 

1.81 

1.84 

18 

.049 

1.96 

1.99 

!0403 

1.61 

1.64 

19 

.042 

1.68 

1.71 

1.43 

1.46 

20 

!035 

1.39 

1.42 

!0320 

1.27 

1.30 

21 

.032 

1.27 

1.30 

.0285 

1.13 

1.16 

22 

.028 

1.11 

1.14 

.02 53 

l.Ol 

1.03 

23 

.025 

.997 

1.02 

.0226 

.903 

.921 

24 

.022 

.880 

.898 

.0201 

.805 

.821 

25 

.02 

.800 

.816 

.0179 

.715 

.729 

26 

.018 

.719 

.734 

.0159 

.638 

.651 

27 

.016 

.640 

.653 

.0142 

.570 

.581 

28 

.014 

.560 

.571 

.0126 

.505 

.515 

29 

.013 

.520 

.531 

.0113 

.450 

.459 

30 

.012 

.480 

.489 

.OlOO 

.400 

.409 

31 

.Ol 

.399 

.408 

.0089 

.357 

.364 

32 

.009 

.359 

.367 

.0080 

.318 

.324 

33 

.008 

.320 

.326 

.0071 

.283 

.288 

34 

.007 

.280 

.286 

.0063 

.252 

.257 

35 

.005 

.200 

.204 

.0056 

.224 

.228 

36 

.004 

.159 

.162 

.0050 

.200 

.204 

STEEL  AXLES. 


33 


OPEN-HEARTH  STEEL  AXLES. 

Axles  for  locomotive  and  ear  service  are  made  at  Peiieoyd 
of  open-lieartli  steel,  to  conform  to  either  the  drop  or  me- 
chanical test,  as  may  be  required. 

The  results  below,  taken  as  an  average  of  a  number  of  tests, 
represent  the  (juality  of  material  used  for  this  purpose. 

TRANSVERSE  TEST. 


Xuniber  of 

Diameter  of 

Diameter  of 

Weight  of 

Height  of 

Number  of 

A  .lie.s. 

Hub  Sent. 

Centre. 

Ram. 

Fan. 

Blows. 

u 

41 

1640 

29 

36 

2i\ 

5fV 

41 

1640 

25 

37 

TENSILE  TEST. 


1 

Elastic 
Limit. 

Ultimate 
Strength. 

Elongation. 

Reduction  of 
Area. 

bC 

2 

> 
< 

45320 

79230 

In  2". 

22.7  i 

38/^ 

The  blooms  are  worked  at  a  single  uniform  heat,  under 
heavy  hammers,  to  the  finished  forging.  Locomotive  and 
passenger  car-axles  are  furnished  rough-turned  throughout; 
those  for  freight  service,  with  journals  forged  and  rough- 
turned. 

The  process  of  manufacture  thus  indicated  produces  axles 
of  the  highest  standard  of  excellence. 


Wrought  Iron  and  Steel. 


The  tensile  strength  of  wrought  iron  depends  not  only  on 
its  quality,  but  also,  to  some  extent,  on  the  condensation 
imparted  by  working ;  consequently,  small  bars,  as  a  rule, 
will  be  stronger  per  unit  of  sectional  area  than  large  bars. 
Good  material  of  usual  dimensions  may  be  assumed  to 
average  50,000  lbs.  ultimate  tensile  strength,  per  square  inch 
of  section.  The  same  conditions  apply  in  structural  steel, 
but  this  material  will  vary  also  according  to  grade  or  hard- 
ness. The  steel  used  in  structures  will  vary  from  55,000  to 
80,000  lbs.  ultimate  tensile  strength;  probably  65,000  lbs. 
per  square  inch  of  section  represent  the  tensile  strength  of 
the  steel  most  frequently  used  to  resist  tensile  strains. 

ELASTIC  LIMIT  AND  DUCTILITY. 

As  iron  or  steel  elongates  or  shortens  under  strain,  the 
change  of  length  is  directly  proportionate  to  the  strain,  and 
the  material  recovers  its  original  length  on  removal  of  the 
strain,  until  the  elastic  limit  is  reached,  when  changes  of 
length  are  no  longer  regular,  and  permanent  set  takes  place, 
or  the  destruction  of  the  material  has  begun. 

In  good  material  the  strain  at  elastic  limit  is  very  nearly 
six-tenths  of  the  ultimate  tenacity.  This  is  the  case  for 
strains,  either  of  tension  or  compression.  Thus  the  strain  at 
elastic  limit  in  good  wrought  iron  of  small  sections  is  about 
30,000  lbs.  per  square  inch,  and  for  steel  of  65,000  lbs.  tensile 
strength  it  will  be  about  40,000  lbs. 

The  ductihty,  under  tensile  strains,  is  usually  measured 
by  the  total  elongation  in  a  given  length,  or  by  the  per- 
centage of  reduction  of  the  fractured  area,  or  by  both.  Good 
wrought  iron,  when  strained  to  rupture,  should  elongate 
about  18  per  cent,  on  a  measured  length  of  twelve  diameters, 
and  the  fractured  area  should  be  reduced  about  25  per  cent, 
of  the  original  section.  Steel  of  65,000  lbs.  tensile  strength 
should  similarly  elongate  about  22  per  cent.,  and  the 
fractured  area  should  be  reduced  about  40  per  cent,  of  the 
original  section. 

(34) 


SPECIFIC  GRAVITY. 


85 


ELASTICITY. 

The  elasticity  ia  iiioasured  by  the  chaiii^e  of  len«:th  under 
strain  below  the  ehistic  limit  of  the  material.  The  elasticity 
of  iron  and  steel  are  i)ractieally  uniform,  that  is,  each 
material  will  exhibit  a  uniform  change  of  length  under 
uniform  strains  below  the  elastic  limit;  but,  as  the  elastic 
limit  of  steel  is  higher  than  that  of  iron,  the  former  will 
elongate  or  shorten  to  a  greater  extent  than  the  latter  be- 
fore its  elasticity  is  injured.  This  property  is  expressed 
by  a  modulus,  which  for  either  material  will  average  about 
29,000,000  lbs.  That  is,  if  the  change  of  length  could  be  ex- 
tended sufficiently,  it  would  require  29,000,000  lbs.  per  square 
inch  of  section  to  double  the  original  length  under  tensile 
strain,  or  to  shorten  the  length  one-half  under  compression. 

EXPANSION  BY  HEAT. 

Soft  steel  or  iron  will  expand  about  t^oVtto  V^^^  of  its 
length  for  each  degree  F.  of  elevation  of  temperature.  For 
a  variation  in  temperature  of  100  degrees  F.,  the  change  in 
length  will  be  about  one  inch  in  125  feet. 

SPECIFIC  GRAVITY. 

The  specific  gravity  of  steel  and  iron  varies  according  to 
the  purity  of  the  metal,  and  also  to  the  degree  of  condensa- 
tion imparted  by  the  rolling  process. 

As  a  rule,  the  mild  steel  has  a  higher  specific  gravity  than 
hard  steel,  and  both  are  denser  than  iron.  A  number  of 
tests  we  have  made  for  specific  gravity  show  rolled  bars  of 
mild  steel  to  vary  from  7.84  to  7.88,  and  hard  steel  from  7.81 
to  7.85  specific  gravity.  Ordinary  iron  bars  will  vary  from 
7.6  to  7.8. 

In  the  form  of  beams  and  large  rolled  sections  generally, 
the  following  figures  may  be  accepted  as  a  fair  average  : 

Material.  Weight  per  Cubic  Foot.  Weight  per  Cubic  Inch. 

Mild  Steel,   489.0  lbs.  .283  lb. 

Hard  Steel,   486.6  "  .2815  " 

Iron,   478.3  "  .2768  " 

Or,  for  the  same  sectional  areas,  the  excess  in  weight  over 


36 


WROUGHT  IRON  AND  STEEL. 


iron  will  be,  for  mild  steel  2.24  per  cent.,  and  for  hard  steel 
1.7  per  cent. 

It  is  customary  to  assume  the  weight  of  rolled  iron  as  480 
lbs.  per  cubic  foot,  and  this  is,  probably,  practically  correct 
for  the  average  material ;  medium  steel  will  average  2  per 
cent,  heavier. 

On  this  basis  we  have  weights  in  lbs.  for 

Ij'oh    and  Steel. 

One  cubic  foot,   480  489.6 

One  cubic  inch,   278  .284 

One  square  inch  one  foot  long,   '6%  3.4 

One  square  inch  one  yard  long,   10  10.2 

STRUCTURAL  STEEL. 

As  a  general  rule,  the  percentage  of  carbon  in  steel  deter- 
mines its  hardness  and  strength.  The  higher  the  carbon 
the  harder  the  steel,  the  higher  the  tenacity  and  the  lower 
the  ductility  will  be.  The  following  list  exhibits  the  average 
physical  pr  jperties  of  good  open-hearth  steel : 


Percentage 
of  Carbon. 


.10 
.15 
.20 
.25 
.30 
.35 
.40 


Tensile  Strength  in  Pounds 
per  Square  Inch. 

Ductility. 

Ultimate 
Tenacity. 

Elastic 
Limit. 

Stretch  in 
8  Inches. 

Reduction  of 
Fractured  Area. 

57000 
62000 
67000 
72000 
77000 
82000 
87000 

34000 
37000 
40000 

mm 

46000 
49000 
52  )00 

28  per  cent. 

26 

24 

22 

20 

18 

16 

55  per  cent. 
50  " 
4 )  " 
40 

35 
30 
25 

The  coefficient  of  elasticity  is  practically  uniform  for  all 
grades,  and,  as  previously  stated,  is  the  same  as  for  iron,  viz., 
29,000,000  lbs.  These  figures  form  the  average  of  a  numerous 
series  of  tests  from  rolled  bars,  and  can  only  serve  as  an 
approximation  in  single  instances,  when  the  variation  from 
the  average  may  be  considerable.  For  convenient  dis- 
tinguishing terms,  it  is  customary  to  classify  steel  in  three 
grades:  ''mild  or  soft,"  "medium,"  and  "hard;"  and 
although  the  different  grades  blend  into  each  other,  so  that 
no  line  of  distinction  exists,  in  a  general  sense  the  grades 
below  .15  carbon  may  be  considered  as  "  soft "  steel,  from 


COMPARATIVE  EFFICIENCIES  OF  STEEL  AND  IRON.  37 

.15  to  .30  carbon  as  medium,"  and  above  that  hard  " 
steel.  Each  grade  has  its  own  advantages  for  the  particular 
purpose  to  which  it  is  adapted.  The  soft  steel  is  well 
adapted  for  boiler  plate  and  similar  uses,  where  its  high 
ductility  is  advantageous.  The  medium  grades  are  used  for 
general  structural  purposes,  while  harder  steel  is  useful  in 
cases  where  good  wearing  surfaces  are  desired.  Mild  steel 
has  superior  welding  property  as  compared  to  hard  steel, 
and  will  endure  higher  heat  without  injury.  Steel  below 
.10  carbon  should  be  capable  of  doubling  flat  without 
fracture,  after  being  chilled  from  a  red  heat  in  cold  water. 
Steel  of  .15  carbon  will  occasionally  submit  to  the  same 
treatment,  but  will  usually  bend  around  a  curve  whose 
radius  is  equal  to  the  thickness  of  the  specimen  ;  about  90 
per  cent,  of  specimens  stand  the  latter  bending  test  without 
fracture.  As  the  steel  becomes  harder  its  ability  to  endure 
this  bending  test  becomes  more  exceptional,  and  when  the 
carbon  ratio  becomes  .20,  little  over  twenty-five  per  cent,  of 
specimens  will  stand  the  last-described  bending  test.  Steel 
having  about  .40  per  cent,  carbon  will  usually  harden  suf- 
ficiently to  cut  soft  iron  and  maintain  an  edge. 

COMPARATIVE  EFFICIENCIES  OF  STEEL 
AND  IRON. 

For  Beams.— As  steel  has  a  higher  tenacity  than  iron, 
varying  according  to  grade ;  when  used  in  beams,  the 
«teel  beam  will  sustain  a  greater  load  than  the  similar  iron 
beam,  without  destructive  stress ;  but  as  the  coefficient  of 
elasticity  of  both  metals  is  identical,  the  deflection  of  both 
beams  will  be  alike  under  equal  loads.  These  facts  indicate 
that  for  beams  in  which  the  span  is  small,  as  compared  to 
beam  depth,  and  the  deflection  does  not  become  excessive 
within  the  limits  of  permissible  stress,  then  steel  beams 
possess  a  decided  advantage  in  strength  over  iron  beams,  in 
proportion  to  the  respective  tenacities  of  the  metals.  If,  on 
the  contrary,  the  span  is  great  as  compared  to  depth  of 
beam,  and  the  usefulness  of  the  beam  is  determined  by  its 
deflection,  the  beam  of  steel  will  possess  little,  if  any, 
advantage  over  that  of  iron. 


38 


WROUGHT  IRON  AND  STEEL. 


STEEL  SHAFTING. 

For  resistance  to  shear  or  torsion,  steel  exceeds  iron,  in 
the  ratio  of  the  respective  tenacities  of  the  materials.  There- 
fore when  strength  irrespective  of  stiffness  is  considered,  use 
the  formulae  given  on  page  222,  substituting  the  shearing  re- 
sistance of  steel  for  that  given  for  iron,  viz.,  about  three- 
fourths  of  the  tensile  strength.  Ordinarily  the  utility  of 
shafting  is  determined  by  its  stiffness  under  working  loads, 
rather  than  by  a  high  elastic  limit,  and  as  the  coefficient  of 
elasticity  is  uniform  for  steel  and  iron,  it  becomes  necessary 
to  use  the  same  dimensions  for  steel  shafts  as  for  wrought 
iron. 

STEEL  STRUTS  AND  COLUMNS. 

Experiments  on  direct  compression  prove  that  the  elastic 
limits  of  steel,  as  of  iron,  under  stresses  of  tension  and  com- 
pression, are  about  equal. 

Consequently  for  the  shortest  struts,  where  failure  results 
from  the  effects  of  direct  compression,  the  tensile  resistances 
of  steel  and  iron  serve  as  a  comparative  measure  of  the  strut 
resistance  of  the  two  materials. 

But  as  the  strut  is  increased  in  length,  and  failure  results 
from  lateral  flexure  before  the  compressive  limit  of  elasticity 
is  attained,  then  the  transverse  elasticity  of  the  material 
becomes  a  factor  of  increasing  importance  in  determining 
the  strut  resistance. 

As  in  this  respect  steel  possesses  little  advantage,  if  any, 
over  iron,  the  tendency  will  be  for  struts  of  steel  and  iron  as 
the  length  is  increased  to  approximate  toward  equality  of 
resistance.  This  equality  with  iron  will  occur  first  with  the 
mildest  steel,  and  latest  with  the  hardest  steel. 

The  results  of  many  experiments  we  have  made  seem  to 
demonstrate  that  this  equality  of  strut  resistance  is  prac. 
tically  attained  between  iron  and  mild  steel,  when  the  ratio 
of  length  to  least  radius  of  gyration  of  cross-section  is  about 
200  to  1.  In  the  case  of  the  harder  steels,  practical  equality 
of  resistance  with  iron  will  occur  at  some  higher  but  indefinite 
ratio  of  length  to  section. 


Tables  for  Pencoyd  Beams  of 
Iron  or  Steel. 


The  following  tables  for  beams  give  the  greatest  safe  loads 
in  net  tons,  evenly  distributed,  including  the  weight  of  the 
beam.  The  results  are  obtained  by  the  methods  described 
on  pages  149tol()5,  and  correspond  to  extreme  tibre  stresses 
of  14,000  lbs.  for  iron,  or  16,800  lbs.  for  steel,  or  approxi- 
mately about  one-half  the  elastic  limit  of  the  materials, 
presuming  that  very  soft  steel  may  be  used. 

LIMITS  FOR  THE  SAFE  LOAD. 

These  loads  are  given  as  the  greatest  safe  loads,  and  the 
beams  are  entirely  reliable  for  them  under  ordinary  con- 
ditions. 

As  there  is  great  diversity  in  published  tables  of  safe 
loads  for  beams,  everyone  must  judge  for  himself  w^iat  pro- 
portion of  the  elastic  strength  of  the  beam  will  best  suit  his 
purpose. 

The  character  of  the  load  must  be  considered,  and  the 
mode  of  ai)plication  of  the  same.  If  the  load  is  suddenly 
applied,  especially  if  accompanied  by  impact,  the  resulting 
dynamic  stresses  will  not  be  expressed  by  formuke  which 
are  derived  from  static  consideration  alone.  Freedom  from 
vibration,  or  excessive  deflection  has  usually  to  be  provided 
for,  or  the  beam  may  be  of  considerable  length  without 
lateral  support.  In  many  such  cases  it  may  be  necessary  to 
take  smaller  loads  for  bc^ams  than  those  given  in  tables.  In 
general,  the  following  limitations  of  the  tabulated  safe  loads 
will  be  proper  for  the  specified  conditions  : 


Character  of  Service. 

Greatest  Safe  Loads. 

Quiescent  load,  subject  to  little  vibration, 
as  in  ordinary  floors,  etc.,  especially 
where  beams  are  short. 

As  in  tables. 

Fluctuating  loads,  causing  vibration,  espe- 
cially if  the  beams  are  long  as  com- 
pared to  their  depth. 

One-flfth   {\)  less 
than  the  table. 

(39) 


40 


WROUGHT  IRON  AND  STEEL. 


Character  of  Service. 


Greatest  Safe  Loads. 


When  loads  are  suddenly  applied  with 
some  impact,  or  exposed  to  vibration 
from  machinery  or  rapidly  moving 
loads. 


One-third  {\)  less 
than  the  table. 


The  beams,  if  of  considerable  length,  are  supposed  to  be 
braced  horizontally,  and  it  is  safest  to  limit  the  application 
of  the  tabular  loads  to  beams  whose  length  between  lateral 
supports  does  not  exceed  twenty  times  the  flange  width. 

Our  experience  has  been  that  a  beam  without  lateral  sup- 
port is  more  stable  than  is  commonly  supposed.  In  an 
open-webbed  beam,  the  top  flange  acts  as  a  simple  strut, 
and  is  liable  to  lateral  flexure  when  the  unsupported  length 
is  considerable.  But  in  a  solid  beam  the  parts  in  tension 
sustain  the  parts  in  compression,  and  prevent  the  buckling 
which  wOuld  otherwise  occur. 

Experiments  have  shown  a  reduction  of  about  one-third 
of  the  normal  modulus  of  rupture  when  the  length  of  the 
beam  becomes  80  times  its  flange  width.  But  as  the  long 
beam  may  suffer  if  exposed  to  accidental  cross  strains,  we 
recommend  the  greatest  safe  load  to  be  reduced  in  such  a 
ratio  for  long  beams  that  when  the  length  is  seventy  times 
the  flange  width  the  greatest  safe  loads  will  be  reduced  one- 
half.  This  will  give  safe  loads,  corresponding  to  given 
lengths,  as  follows  : 


BEAMS  WITHOUT  LATERAL  SUPPORT. 


Length  of  Beam. 

Proportion  of  Tabular  Load  Forming 
Greatest  Safe  Load. 

20  times  flange  width. 

40 
50 
60 
70 

Whole  tabular  load. 

9              a  a 
1  0 

8              u      -  u 
T(T 

7             li  a 

TO 

6              a  u 
1  0 

5  a 
1  0 

In  the  case  of  very  short  beams,  unless  the  web  is 
stiffened  at  the  points  of  support,  it  will  be  necessary  to 


DEFLECTION. 


41 


limit  the  safe  load  to  that  diMioted  maxiniuni  load  in 
tons,"  col.  XX,  paL'es  150  to  loT,  for  ivasons  given  on  page 
149. 

DEFLECTION. 

The  tabular  deflections  are  derivcul  from  the  coefficients 
on  pages  150  toh")?,  as  described  on  page  149.  If  the  load  on 
the  beam  is  reduced  below  that  of  the  tables,  the  deflection 
will  be  less  than  that  given  in  the  tables,  in  the  direct  ratio 
of  the  loads. 

The  greatest  safe  load  in  the  middle  of  the  beam  is  exactly 
one-half  (2)  of  the  distributed  load,  and  the  deflection  for 
the  former  will  be  eight-tenths  of  the  deflection  corre- 
sponding to  the  distributed  load  as  given  in  the  tables.  If 
the  load  is  placed  out  of  centre  on  the  beam,  it  will  bear  the 
same  ratio  to  the  load  at  the  centre  that  the  square  of  half 
the  sixin  bears  to  the  j)roduct  of  the  segments  of  the  beam 
formed  by  the  position  of  the  load. 

Example. — A  15-inch  No.  1  iron  I  beam,  16  feet  between 
supports,  will  safely  carry  an  evenly  distributed  load  (by  the 
tables)  of  25.6  tons,  and  deflect  under  same  .25  inches.  The 
greatest  safe  load  in  the  middle  will  be  one-half  the  above, 
viz.,  12.8  tons,  and  the  resulting  deflection  j\  of  the  former, 
or  .20  inches. 

If  the  weight  is  concentrated  ?>  feet  out  of  centre,  or  5  feet 
and  11  feet  from  the  ends,  then  the  square  of  half  the  S])an 
being  64,  and  the  product  of  the  segments  being  55,  the 

greatest  safe  load  will  be-  "*^^^*^  =  14.9  tons. 

If  a  beam  of  above  size  and  length  is  used  without  any 
lateral  support,  reduce  the  safe  load  in  the  ratio  aforesaid. 
Thus  the  flange  is  5S  inches  wide,  and  the  length  33  times 
this  ;  therefore  the  greatest  safe  load  will  l)e  a  little  less  than 

of  the  results  in  the  example. 

If  beams  are  supported  as  described  below,  the  greatest 
safe  loads  and  corresponding  deflections  will  bear  the  given 
ratios  to  the  tabulated  loads  and  deflections,  for  the  same 
length  and  section  of  beams. 


42 


WROUGHT  IRON  AND  STEEL. 


C!h(lTQ,Ct6T  of  BCCLTTI. 

Gvcdtcst  Sofc  Locid, 

Deflection. 

Fixed  at  one  end,  with 
the  load  concentrated 
at  the  other  end. 

One-eighth  (J)  part 
of  the  tabular 
load. 

Three  and  one- 
fifth  (3i)  times 
the  tabular  de- 
flection. 

Fixed  at  one  end,  with 
the  load  uniformly  dis- 
tributed. 

One-fourth  {\)  part 
of  the  tabular 
load. 

Two  and  two- 
fifths  (2f)  times 
the  tabular  de- 
flection. 

Rigidly  fixed  at  both 
ends,  with  a  load  in 
the  middle  of  beam. 

Same  as  the  tabu- 
lar load. 

Four-tenths  ( i%) 
of  the  tabular 
deflection. 

Eigidly  fixed  at  both 
ends,  with  the  load  uni- 
formly distributed. 

One  and  one-half 
(IJ)  times  the 
tabular  load. 

Three-  tenths 
(A)  of  the 
tabular  deflec- 
tion. 

Continuous  beam  loaded 
in  middle. 

Same  as  the  tabu- 
lar load. 

Four-tenths  (x%) 
of  the  tabular 
deflection. 

Continuous  beam  load 
uniformly  distributed. 

One  and  one-half 
(IJ)  times  the 
tabular  load. 

Three-  tenths 
(A)  of  the 
tabular  deflec- 
tion. 

BEAMS  WITH  FIXED  ENDS. 

By  beams  "  rigidly  fixed,''  as  denoted  in  the  previous 
table,  we  mean  that  the  beam  must  be  so  securely  fastened 
at  both  ends,  by  being  built  into  solid  masonry,  or  so  firmly 
attached  to  an  adjacent  structure,  that  the  connection  would 
not  be  severed  if  the  beam  was  exposed  to  its  ultimate  load. 
In  this  case  the  beam  is  of  the  same  character  as  if  con- 
tinuous over  several  supports,  or  as  if  consisting  of  two 
cantilevers,  the  space  between  whose  ends  was  spanned  by  a 
separate  beam. 

CONTINUOUS  BEAMS. 

If  a  beam  is  continuous  over  several  supports,  and  is 
equally  loaded  on  each  span,  the  greatest  safe  loads  and  the 
resulting  deflections  on  any  intermediate  span  will  be  as 


LIMIT  FOR  DKFLEC'TION. 


4;] 


^iven  in  the  preceding  table.  But  the  end  s])ans  of  hfuch  a 
beam,  being  only  senii-eontinuous,  nuist  be  either  of  a 
shorter  span  than  the  intermediates,  or,  if  of  the  same 
length,  the  load  nnist  be  diminislu^l. 

LIMIT  FOR  DEFLECTION. 

It  is  considered  good  practice  in  the  case  of  plastered 
ceilings,  or  in  other  circumstances  where  undue  deflection 
may  be  prejudicial,  to  proportion  beams  so  that  their  deflec- 
tion will  not  exceed  3^  of  an  inch  per  foot  of  span,  or  3 
part  of  the  span. 

On  each  table  the  figures  under  the  dark  line  (and  in 
small  type)  denote  cases  where  the  deflection  exceeds  3 
part  of  the  span. 

The  spacing  or  distance  transversely  betw^een  centres  of 
floor  beams  is  given  in  the  tables  as  the  "  greatest "  that 
should  be  used  for  the  standard  minimum  section.  If  a 
thicker  beam  than  the  least  section  is  used,  an  addition  to 
the  greatest  spacing  is  given  in  the  final  column.  This 
column  is  derived  from  the  basis  that  the  resistance  of  any 
rectangular  section  weighing  1  lb.  per  lineal  foot  is  as 
follows  the  fibre  stress  for  either  metal,  as  in  the  tables, 
depth^  fQj.  Iyou  1  the  resistance  for  each  unit  of  area 
^  ^  ,     ,  \=  equivalent  to  1  lb.  w^eight  per  lintal 

^^^l^  for  steel  J  foot. 

Example. — A  12^^  iron  I  beam.  No.  4,  is  thickened  to  a 
weight  of  50.1  lbs.  per  foot,  and  is  used  in  a  floor  of  20  feet 
span,  for  a  distributed  load  of  150  lbs.  per  square  foot  of 
floor.  The  addition  in  third  column  for  each  pound  per  foot 
is  .14 ;  .14  X  10  (increased  weight)  =  1.4  tons,  making  greatest 
safe  load  12.04  tons.  The  deflection  remains  .49  in.  as  in 
table.   The  tabular  spacing  of  7.09  ft.  may  be  increased  by 

correction  in  final  column  :  ^ ^  .^^^^  =  .93  +  7.09  =  8.02  ft. 

lou 

between  beam  centres.  If  this  beam  is  loaded  in  the  centre 
the  greatest  safe  load  will  be  one-half  the  foregoing,  or  0.02 
tons,  and  the  deflection  under  this  load  will  be  j\  lbs.  of 
that  for  the  greatest  distributed  load,  or  .39  in.  If  the  load 
is  reduced  the  deflection  will  be  reduced  in  proportion. 


44         '  SAFE  LOADS  OF  IRON  BEAMS. 


15  '  IRON  I 

LEAST  SECTION. 


Flange  width,  5.GG 

Web  thickness,  56 

Area  in  square  Inches,    .  ,  .  .19.03 

Kesistance,  88.00 

Founds  per  foot,   63.43 


Greatest  safe  load  in  net  tons  ever 
For  a  load  in  middle  of  beam,  a 
Deflection  for  centre  load  will 


BEAMS.— No.  1. 

GREATEST  SECTION. 


Flange  width,   5.98 

Web  thickness,  88 

Area  in  square  inches,  ....  23.80 

Resistance,  100.00 

Pounds  per  foot,  79.33 


distributed,  including  beam  itself, 
w  one-half  of  the  tabular  load. 
Y^o  of  the  tabular  deflection. 


Distance  Between 
Supports  in  Feet, 

Greatest  Safe  Load 

in  Net  Tons 
for  Least  Section. 

S  ^ 

?  sl 

Deflection  in 
Inches. 

Greatest  Distance 
Centres  of  Beams  o 
Distributed  Lo 

100  150 
Pounds  1  Pounds 
per  Sq.  |  per  Sq. 
Foot,    j  Foot. 

in  Feet  Between 
f  Least  Section  for 
ads  as  Below. 

200  250 

Pounds  ;  Pounds 
per  Sq.  '  per  Sq. 
Foot.    \  Foot. 

3^  ^  ^* 

S:  ^  • 

^  5 

in 
10 

39.78 

.35 

.08 

79.56 

53.04 

39.78 

31.82 

70.00 

11 

37.33 

.32 

.11 

67.87 

45.25 

33.93 

27.15 

57.85 

12 

34.22 

.29 

.14 

57.03 

38.02 

28.52 

22.81 

48.61 

13 

31.59 

.27 

.16 

48.60 

32.40 

24.30 

19.44 

41.42 

14 

29.33 

.25 

.19 

41.90 

27.93 

20.95 

16.76 

35.71 

15 

27.37 

.23 

.22 

36.49 

24.33 

18.25 

14.60 

31.11 

16 

25.66 

.21 

.25 

32.08 

21.38 

16.04 

12.83 

27.34 

17 

24.15 

.20 

.28 

28.41 

18.94 

14.21 

11.36 

24.22 

18 

22.81 

.19 

.31 

25.34 

16.90 

12.67 

10.14 

21.61 

19 

21.61 

.18 

.35 

22.75 

15.16 

11.37 

9.10 

19.39 

20 

20.53 

.18 

.39 

20.53 

13.69 

10.27 

8.21 

17.50 

21 

19.55 

.17 

.43 

18.62 

12.41 

9.31 

7.45 

15.87 

22 

18.66 

.16 

.47 

16.96 

11.31 

8.48 

6.79 

14.46 

23 

17.85 

.15 

.51 

15.52 

10.35 

I.IQ 

6.21 

13.23 

24 

17.11 

.15 

.56 

14.26 

9.51 

7.13 

5.70 

12.15 

25 

16.42 

.14 

.60 

13.14 

8.76 

6.57 

5.25 

11.20 

26 

15.79 

.14 

.65 

12.15 

8.10 

6.07 

4.86 

10.36 

27 

15.21 

.13 

.70 

11.27 

7.51 

5.63 

4.51 

9.60 

28 

14.66 

.13 

.75 

10.47 

6.98 

5.24 

4.19 

8.93 

29 

14.16 

.12 

.81 

9.77 

6.51 

4.88 

3.91 

8.32 

30 

13.69 

.12 

.87 

9.13 

6.08 

4.56 

3.65 

7.78 

31 

13.25 

.11 

.93 

8.55 

5.70 

4.27 

3.42 

7.28 

32 

12.83 

.11 

.99 

8.02 

5.35 

4.01 

3.21 

6.84 

33 

12.44 

.11 

1.05 

7.54 

5.03 

3.17 

3.02 

6.43 

SAFE  LOADS  OF  IRON  BEAMS. 


45 


15    IKON    I    BEA3IS.— No.  2. 


LEAST  SECTION.  GREATEST  SECTION. 


.  .  .  5.13 

.  .  .  .44 

Area  in  square  inches,  . 

.  .  .  14.80 

Area  in  square  inches,   .  . 

Resist  a lu  e,  

.  .  .  70.90 

.  .  .  Ad.S'S 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be      of  the  tabular  deflection. 


1    Distance  Between 
!     Supports  in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound  i 
per  Foot  Increase.  \ 

Deflection  in 
Inches. 

Greate. 
Centres  o 
Dis 

100 

Pounds 
per  Sq. 
Foot. 

7  Distance 
f  Bea  ms  o 
Tibuted  L 

150 

Pounds 
per  Sq. 
Foot. 

in  Feet  L 
f  Least  Se 
jad  as  Be 

200 

Pounds 
])er  Sq. 
Foot. 

between 
:iio7i  for 

250 
Pounds 
per  Sq. 
Foot. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 

Foot  Increase  of  Beam, 

10 

26.03 

.35 

.08 

52.06 



34.71 

26.03 

20.82 

70.00 

11 

26.03 

.32 

.11 

47.33 

31.55 

23.66 

18.93 

57.85 

12 

26.03 

.29 

.14 

43.38 

28.92 

21.69 

17.35 

48.61 

13 

25.47 

.27 

.16 

39.18 

26.12 

19.59 

15.67 

41.42 

14 

23.65 

.25 

.19 

33.79 

22.52 

16.89 

13.51 

35.71 

15 

22.08 

.23 

.22 

29.44 

19.63 

14.72 

11.78 

31.11 

16 

20.70 

.21 

.25 

25.88 

17.25 

12.94 

10.35 

27.34 

17 

19.48 

.20 

.28 

22.92 

15.28 

11.46 

9.17 

24.22 

18 

18.40 

.19 

.31 

iO.Do 

in  99 

o.io 

21.61 

19 

17.43 

.18 

.35 

18.35 

12.23 

9.17 

7.34 

19.39 

20 

16.56 

.18 

.39 

16.56 

11.04 

8.28 

6.62 

17.50 

21 

15.77 

.17 

.43 

15.02 

10.01 

7.51 

6.01 

15.87 

22 

15.05 

.16 

.47 

13.68 

9.12 

6.84 

5.47 

14.46 

23 

14.40 

.15 

.51 

12.52 

8.35 

6.26 

5.01 

13.23 

24 

13.80 

.15 

.56 

11.50 

7.67 

5.75 

4.60 

12.15 

25 

13.25 

.14 

.60 

10.60 

7.07 

5.30 

4.24 

11.20 

26 

12.74 

.14 

.65 

9.80 

6.53 

4.90 

3.92 

10.36 

27 

12.26 

.13 

.70 

9.08 

6.05 

4,54 

3.63 

9.60 

28 

11.83 

.13 

.75 

8.45 

5.63 

4.23 

3.38 

8.93 

29 

11.42 

.12 

.81 

7.88 

5.25 

3.94 

3.15 

8.32 

30 

11.04 

.12 

.87 

7.36 

4.91 

3.68 

2.94 

7.78 

31 

10.68 

.11 

.93 

6.89 

4.59 

3.45 

2.76 

7.28 

■  32 

10.35 

.11 

.99 

6.47 

4.31 

3.23 

2.59 

6.84 

33 

10.03 

.11 

1.05 

6.08 

4.05 

3.04 

2.43 

6.43 

46 


SAFE  LOADS  OF  IRON  BEAMS. 


12    IKON    I    t^EAMS.— No.  3. 


LEAST  SECTION. 

Flange  width,  5.5 

Web  thickness,  65 

Area  in  square  inches,    ....  17.12 

Resistance,   62.55 

Pounds  per  foot,  57.06 


GREATEST  SECTION. 

Flange  width,  5.65 

"Web  thickness,  80 

Area  in  square  inches,    ....  18.92 

Resistance,   66.15 

Pounds  per  foot,  63.06 

Greatest  sale  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  ono-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distance  Between 
/Supports  in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greate. 
Centres 
Dis 

100 
Pounds 
per  Sq. 
Foot. 

U  Distance  in  Feet  Between 
of  Beams  of  Least  Section  for 
ribuied  Loads  as  Below. 

150          200  250 

Pounds    Pounds  \  Pounds 
per  Sq.    per  Sq.    per  Sq. 
Foot.       Foot,    i  Foot. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 
Foot  Increase  of  Beam. 

10 

29.19 

.28 

.12 

58.38 

38.92 

29.19 

23.35 

56.00 

11 

26.54 

.25 

.15 

48.25 

32.17 

24.13 

19.30 

46.28 

12 

24.33 

.23 

.17 

27.03 

20.28 

16.22 

38.89 

13 

22.45 

.21 

.20 

34.54 

23.03 

17.27 

13.82 

33.14 

14 

20.85 

.20 

.24 

29.79 

19.86 

14.89 

11.91 

28.57 

15 

19.46 

.19 

.27 

25.95 

17.30 

12.97 

10.38 

24.89 

16 

18.24 

.18 

.31 

22.80 

15.20 

11.40 

9.12 

21.88 

17 

17.17 

.17 

.35 

20.20 

13.47 

10.10 

8.08 
- 

19.38 

18 

16.22 

.16 

.39 

18.02 

12.01 

9.01 

7.21 

17.28 

19 

15.36 

.15 

.44 

16.17 

10.78 

8.08 

6.47 

15.51 

20 

14.60 

.14 

.49 

14.60 

9.73 

7.30 

5.84 

14.00 

21 

13.90 

.13 

.53 

13.24 

8.83 

6.62 

5.30 

12.70 

22 

13.27 

.13 

.59 

12.06 

8.04 

6.03 

4.83 

11.57 

23 

12.69 

.12 

.64 

11.03 

7.36 

5.52 

4.41 

10.59 

24  ' 

12.16 

.12 

.70 

10.13 

6.76 

5.07 

4.05 

9.72 

25 

11.68 

.11 

.76 

9.34 

6.23 

4.67 

3.74 

8.96 

26  1 

11.23 

.11 

.82 

8.64 

5.76 

4.32 

3.46 

8.28 

27  ' 

10.81 

.10 

.88 

8.01 

5.34 

4.01 

3.20 

7.68 

28 
29 

30 
31 
32 
33 

10.43 
10.07 

9.73 
9.42 
9.12 
8.85 

.10 
.10 

.09 
.09 
.09 
.08 

.95 
1.02 

1.09 
1.16 
1.25 
1.34 

7.4.5 
6.94 

6.49 
6.08 
5.70 
5.36 

4.97 
4.63 

4.32 
4.05 
3.80 
3.58 

3.73 
3.47 

3.24 
3.04 
2.85 
2.68 

2.98 
2.78 

2.59 
2.43 
2.28 
2.15 

7.14 
6.66 

6.22 
5.83 
5.47 
5.14 

SAFE  LOADS  OF  IRON  BEAMS. 


47 


12    IKOX    I    I5I:AMS.— No.  4. 


LEAST  SECTION.  GREATEST  SECTION. 


.  .  .  4.70 

.  .  5.02 

Web  thickness,  

.(•.8 

Area  in  square  inches,  . 

.  .  12.0;{ 

Area  in  square  inches,  . 

14.76 

.  .  .  40.10 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  ilself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Dellection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  dedection  is  excessive. 


Distance  Beticeen 
Supjmrts  in  Feet, 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

1      Addition  to  Safe  j 
1  Jjoad  for  Each  Pound  j 
1    per  Foot  Increase. 

I        Deflection  in 
Inches. 

Greater 
Centres  o 
Dist 



100 
Pounds 
per  Sq. 
Foot. 

t  Distance 
f  Beams  o, 
ribvted  Lc 



150 

Pounds 
per  Sq. 
Foot. 

in  Feet  B 
f  Least  Se 
ads  as  Be 

200 

Pounds 
per  Sq. 
Foot. 

etween 

ctionfor 

low. 

250 
Pounds 
2>er  Sq. 
Foot. 

— 

(  Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 

Foot  Increase  of  Beam  . 

10 

21.28 

.28 

.12 

42.56 

28.37 

21.28 

17.02 

56.00 

11 

19.35 

.25 

.15 

35.18 

23.45 

17.59 

14.07 

46.28 

12 

17.73 

.23 

.17 

29.55 

19.70 

14.78 

11.82 

38.89 

13 

16.37 

.21 

.20 

25.18 

16.79 

12.59 

10.07 

33.14 

14 

15.20 

.20 

.24 

21.71 

14.48 

10.86 

8.69 

28.57 

15 

14.19 

.19 

.27 

18.92 

12.61 

9.46 

7.57 

24.89 

16 

13.30 

.18 

.31 

16.62 

11.08 

8.31 

6.65 

21.88 

17 

12.52 

.17 

.35 

14.73 

9.82 

7.36 

5.89 

19.38 

18 

11.82 

.16 

.39 

13.13 

8.76 

6.57 

5.25 

17.28 

19 

11.20 

.15 

.44 

11.79 

7.86 

5.89 

4.72 

15.51 

20 

10.64 

.14 

.49 

10.64 

7.09 

5.32 

4.26 

14.00 

21 

10.13 

13 

.53 

9.65 

6.43 

4.82 

3.86 

12.70 

22 

9.67 

.13 

.59 

8.79 

5.86 

4.40 

3.52 

11.57 

23 

9.25 

.12 

.64 

8.04 

5.36 

4.02 

3.22 

10.59 

24 

8.87 

.12 

.70 

7.39 

4.93 

3.70 

2.96 

9.72 

25 

8.51 

.11 

.76 

6.81 

4.54 

3.40 

2.72 

8.96 

26 

8.18 

.11 

.82 

6.29 

4.19 

3.15 

2.52 

8.28 

27 

7.88 

.10 

.88 

5.84 

3.89 

2.92 

2.33 

7.68 

28 
29 

30 
31 
32 
33 

7.60 
7..34 

7.01> 
6  86 
6.65 
6.45 

.10 
.10 

.09 
.09 
.09 
.08 

.95 
1.02 

1.09 
1.16 
1.25 
1.34 

5.43 
5.06 

4.73 
4.43 
4.16 
3.91 

3.62 
3.37 

3.15 
2.95 
2.77 
2.61 

2.71 
2.53 

2.36 
2.21 
2.08 
1.95 

2.17 
2.02 

1.89 
1.77 
1.66 
1.56 

7.14 
6.66 

6.22 
5.83 
5.47 
5.14 

48 


SAFE  LOADS  OF  IRON  BEAMS. 


10^'  IKON    I    BEAMS.— No.  5. 


LEAST  SECTION.  GREATEST  SECTION. 


.  .  5.25 

.  .  .  5.50 

.  .  .47 

Web  thiekuess,  . 

.  .  .  .72 

.  .  .  13.53 

Area  in  square  inches,  ,  . 

.  .  .  16.16 

Resistance,  

.  .46.21 

.  .  .  50.80 

Pounds  per  foot,  .... 

.  .  .  53.86 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  yo  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distance  Between 
Supports  in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
IjOad  for  Each  Pound 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greates 
Centres  o 
Dist 

100 

Pounds 
l)er  Sq. 
Foot. 

t  Distance  in  Feet  1 
f  Beams  of  Least  Se 
ributed  Loads  as  Be 

150  200 

Pounds  \  Pounds 
per  Sq.  \  j)er  Sq. 
Foot.    1  Foot. 

3etween 
ction  for 
low. 

250 
Pounds, 
per  Sq. 
Foot. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  'Pound  per 
Foot  Increase  of  Beam. 

1  r\ 
lU 

OA 

.14 

43.14 

Zl.O/ 

17.26 

11 

19.60 

.22 

.17 

35.64 

23.76 

17.82 

14.25 

40.50 

12 

17.97 

.20 

.20 

29.95 

19.97 

14.98 

11.98 

34.03 

13 

16.59 

.18 

.24 

25.52 

17.02 

12.76 

10.21 

28.99 

14 

15.40 

.17 

.27 

22.00 

14.67 

11.00 

8.80 

25.00 

15 

14.38 

.16 

.31 

19.17 

12.78 

9.59 

7.67 

21.78 

16 

13.48 

.15 

.36 

16.85 

11.23 

8.43 

6.74 

19.14 

17 

12.69 

.14 

.40 

14.93 

9.95 

7.46 

5.97 

16.95 

18 

11.98 

.14 

.45 

13.31 

8.87 

6.66 

5.32 

15.12 

19 

11.35 

.13 

.51 

11.95 

7.96 

5.97 

4.78 

13.57 

20 

10.78 

.12 

.56 

10.78 

7.19 

5.39 

4.31 

12.25 

21 

10.27 

.12 

.62 

9.78 

6.52 

4.89 

3.91 

11.11 

22 

9.80 

.11 

.68 

8.91 

5.94 

4.45 

3.56 

10.12 

23 

9.38 

.11 

.74 

8.16 

5.44 

4.08 

3.26 

9.26 

24 
25 

26 
27 
28 
29 

30 
31 
32 
33 

8.99 
8.63 

8.29 
7.99 
7.70 
7.44 

7.19 
6.96 
6.74 
6.54 

.10 

.10 

.09 
.09 
.09 
•08 

.08 
.08 
.08 
.07 

.81 
.88 

.95 
1.02 
1.10 
1.18 

1.26 
1.35 
1.43 
1.53 

7.49 
6.90 

6.38 
5.92 
5.50 
5.13 

4.79 
4.49 
4.21 

3  96 

4.99 
4.60 

4.25 
3.95 
3.67 
3.42 

3.20 
2.99 
2.81 
2.64 

3.75 
3.45 

3.19 
2.96 
2.75 
2.57 

2.40 
2.25 
2.11 
1.98 

3.00 
2.76 

2  55 
,2..37 
2.20 
2.05 

1.92 
1.80 
1.69 
1.59 

8.51 
7.84 

7.25 
6.72 
6.25 
5.83 

5.44 
5.10 
4.79 
4.50 

SAFE  LOADS  OF  IRON  BEAMS. 


49 


10^'  IKON    I    BEAMS.— No.  5^. 


GREATKST  SECTION. 

Flange  width,  5.12 


LEAST  SECTION. 

Hangc  width,  4.87 

Web  thickness,  41 

Area  in  square  inches  10.96 

Resistance,   37.52 

Pounds  per  foot,  36.53 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be      of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Web  thickness,  66 

Area  in  square  inches,  13.58 

Resistance,  42.11 

Pounds  per  foot,  45.26 


24 
25 

26 
27 
28 
29 


Distance  Between  [ 
Supports  in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greatest  Distanc 
Centres  of  Beam^  c 
Distributed  Li 

100  150 
Pounds  ,  Pounds 
per  Sq.    per  Sq. 
Foot.  Foot. 

s  in  Feet  J 
/  Least  Se 

200 

Pounds 
per  Sq. 
Foot. 

Between 
ction  for 
low. 

250 
Pounds, 
per  Sq. 
Foot. 

Divide  by  Loadper  Sq.  ' 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 
Foot  Increase  of  Beam. 

10 

17.51 

.2A 

.14 

35.02 

23.35 

17.51 

14.01 

49.00 

11 

15.92 

.22 

.17 

28.95 

19.30 

14.47 

11.58 

40.50 

12 

14.59 

.20 

.20 

24.32 

16.21 

12.16 

9.73 

34.03 

13 

13.47 

.18 

.24 

20.72 

13.82 

10.36 

8.29 

28.99 

14 

12.51 

.17 

.27 

17.87 

11.91 

8.94 

7.15 

25.00 

15 

11.67 

.16 

.31 

15.56 

10.37 

7.78 

6.22 

21.78 

16 

10.94 

.15 

.36 

13.68 

9.12 

6.84 

5.47 

19.14 

17 

10.30 

.14 

.40 

12.12 

8.08 

6.06 

4.85 

16.95 

18 

9.73 

.14 

.45 

10.81 

7.21 

5.41 

4.32 

15.12 

19 

9.22 

.13 

.51 

9.71 

6.47 

4.85 

3.88 

13.57 

20 

8.75 

.12 

.56 

8.75 

5.83 

4.38 

3.50 

12.25 

21 

8.34 

.12 

.62 

7.94 

5.30 

3.97 

3.18 

11.11 

22 

7.96 

.11 

.68 

7.24 

4.82 

3.62 

2.89 

10.12 

23 

7.61 

.11 

.74 

6.62 

4.41 

3.31 

2.65 

9.26 

7.30 
7.00 

6.73 
6.48 
6.25 
6.04 


.10 
.10 

.09 
.09 
.09 
•08 


.81 


.95 
1.02 
1.10 
1.18 


6.08 
5.60 

5.18 
4.80 
4.46 
4.17 


4.06 
3.73 

3.45 
3.20 
2.98 
2.78 


3.04 
2.80 

2.59 
2.40 
2.23 
2.08 


2.43 
2.24 

2.07 
1.92 
1.79 
1.67 


30 
31 
32 
33 


5.84 
5.65 
5.47 
5.31 


.08 
.08 
.08 
.07 


1.26 
1.35 
1.43  1 
1.53  i 


3.89 
3.65 
3.42 
3.22 


2.60 
2.43 
2.28 
2.15 


1.95 
1.82 
1.71 
1.61 


1.56 
1.46 
1.37 
1.29 


SAFE  LOADS  OF  IRON  BEAMS. 


10\'  IRON   I    BEAMS.— No.  6. 


LEAST  SECTION.  GREATEST  SECTION. 


.  .  9.00 

Area  in  square  inches,  ,  , 

.  .  .  10.89 

.  .  31.15 

Resistance,  

.  .  .  34.46 

Pounds  per  foot,  .... 

.  .  .36.30 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessire. 


Greatest  Distance  in  Feet  Beticeen 

Betwee 
in  Fee 

t  Safe  Lo 
'  Tons  for 
Section. 

Addition  to  Saf 
Load  for  Each  Po^ 
per  Foot  Increas 

•i 

Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

Di.stanc 
Support 

Greatest 
in  Net 
Least 

100 

Pounds 
per  Sq. 
Foot. 

150 

Pounds 
per  Sq. 
Foot. 

200 

Pounds 
per  Sq. 
Foot. 

250 
Pounds, 
per  Sq. 
Foot. 

Divide  by 
Foot  and 
respondii 
for  Each 
root  men 

OA 



.14 

29.08 

19.39 

14.54 

11.63 

4Q  on 

11 

13.21 

.22 

.17 

OA  09 

1  ni 

1 9  ni 

Q  R^ 
y.Di 

40.50 

12 

12.11 

.20 

.20 

9n  1  Q 
ZU.lo 

in  HQ 
lu.uy 

ft  07 
o.U  / 

34.03 

13 

11.18 

.18 

.24 

1 1  on 

1 1  47 

cJ.DU 

D.OO 

28.99 

14 

10.38 

.17 

.27 

9.89 

7  41 

25.00 

15 

9.69 

.16 

.31 

12.92 

8^61 

6.46 

5.17 

21.78 

16 

9.09 

.15 

.36 

11.36 

7.58 

5.68 

4.55 

19.14 

17 

8.55 

.14 

.40 

10.06 

6.71 

5.03 

4.02 

16.95 

18 

8.08 

.14 

.45 

8.98 

5.99 

4.49 

3.59 

15.12 

19 

7.65 

.13 

.51 

8.05 

5.37 

4.03 

3.22 

13.57 

20 

7.27 

.12 

.56 

7.27 

4.85 

3.64 

2.91 

12.25 

21 

6.92 

.12 

.62 

6.59 

4.39 

3.30 

2.64 

11.11 

22 

6.61 

.11 

.68 

6.01 

4.01 

3.00 

2.40 

10.12 

23 

6.32 

.11 

.74 

5.50 

3.66 

2.75 

2.20 

9.26 

24 

6.06 

.10 

.81 

5.05 

3.37 

2.53 

2.02 

8.51 

25 

5.81 

.10 

.88 

4.65 

3.10 

2.32 

1.86 

7.84 

26 

5.59 

.09 

.95 

4.30 

2.87 

2.15 

1.72 

7.25 

27 

5.38 

.09 

1.02 

3.99 

2.66 

1.99 

1.59 

6.72 

28 

5.19 

.09 

1.10 

3.71 

2.47 

1.85 

1.48 

6.25 

29 

5.01 

•08 

1.18 

3.46 

2.30 

1.73 

1.38 

5.83 

30 

4.85 

.08 

1.26 

3.23 

2.16 

1.62 

1.29 

5.44 

31 

4.69 

.08 

1.35  i 

3.03 

.2.02 

1.51 

1.21 

5.10 

32 

4.54 

.08 

1.43 

2.84 

1.89 

1.42 

1.14 

4.79 

33 

4.40 

.07 

1.53 

2.67 

1.78 

1.33 

1.07 

4.50 

SAFE  LOADS  OF  IRON  BEAMS. 


51 


10    IKON    I    I5EAMS.— No.  7. 


LEAST  SECTION.  GREATEST  SECTION. 


.  .  4.88 

.  .  .  .50 

.  .  .  11.25 

Area  in  square  iuches,  ,  . 

.  .  18.75 

.  .  81). 04 

.  .  45.83 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  yo     ^^^^  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distance  Between 
Sujijtorts  in  Feet. 

'    Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greater 
Centres  ( 
Dist 

100 

Pounds 
per  Sq. 
Foot. 

t  Distanc 
if  Beams  t 
rib  u ted  L 

150 

Pounds 
per  Sq. 
Foot. 

e  in  Feet . 
if  Least  S( 
oads  as  Bi 

200 

Pounds 
per  Sq. 
Foot. 

Betireen 
action  for 
How. 



250 

Pound  s 
per  Sq. 
Foot. 

Divide  by  Loadper  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 
Foot  Increase  of  Beam. 

in 

iXJ 

16.27 

32.54 

21.69 

16.27 

13.02 

11 

14'.79 

.21 

.18 

26.89 

17.93 

13.45 

10.76 

38.57 

12 

13.56 

.19 

.21 

22.60 

15.07 

11.30 

9.04 

32.41 

13 

12.52 

.18 

.25 

19.26 

12.84 

9.63 

7.70 

27.61 

14 

11.62 

.17 

.29 

16.60 

11.07 

8.30 

6.64 

23.81 

15 

10.85 

.16 

.33 

14.47 

9.64 

7.23 

5.79 

20.74 

16 

10.17 

.15 

.38 

12.71 

8.48 

6.36 

5.09 

18.23 

17 

9.57 

.14 

.42 

11.26 

7.51 

5.63 

4.50 

16.15 

18 

9.04 

.13 

.48 

10.04 

6.70 

5.02 

4.02 

14.40 

19 

8.56 

.12 

.53 

9.01 

6.01 

4.51 

3.60 

12.93 

20 

8.14 

.12 

.59 

8.14 

5.43 

4.07 

3.26 

11.67 

21 

1.1b 

.11 

.65 

7.38 

4.92 

3.69 

2.95 

10.58 

22 

7.40 

.11 

.71 

6.73 

4.48 

3.36 

2.69 

9.64 

23 
24 
25 

26 
27 
28 
29 

30 
31 
32 
33 

7.07 
6.78 
6.51 

6.26 
6.03 
5.81 
5.61 

5.42 
5.25 
5.09 
4.93 

.10 
.10 
.09 

.09 
.09 
.08 
•08 

.08 
.08 
.07 
.07 

.78 
.84 
.92 

.99 
1.07 
1.15 
1.23 

1.32 
1.41 
1.50 
1.60 

6.15 
5.65 
5.21 

4.82 
4.47 
4.15 
3.87 

3.61 
3.39 
3.18 
2.99 

4.10 
3.77 
3.47 

3.21 
2.98 
2.77 
2.58 

2.41 
2.26 
2.12 
1.99 

3.07 
2.83 
2.60 

2.41 
2.23 
2.08 
1.93 

1.81 
1.69 
1.59 
1.49 

2.46 
2.26 
2.08 

1.93 
1.79 
1.66 
1.55 

1.45 
1.35 
1.27 
1.19 

8.82 
8.10 
7.47 

6.90 
6.40 
5.95 
5.55 

5.19 
4.86 
4.53 
4.29 

52 


SAFE  LOADS  OF  IRON  BEAMS. 


10'  IKON    I    BEAMS.— No.  8. 

LEAST  SECTION.  GREATEST  SECTION. 

Flange  width,  4.38  Flange  width,  4.53 

"Web  thickness,  35  Web  thickness,  50 

Area  in  square  inches  9.14  Area  in  square  inches,   .  .  .  .10.64 

Resistance,  .   30.23  Resistance,   32.72 

Pounds  per  foot,   30.46  Pounds  per  foot,  35.46 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  yo  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distance  Between 
Supports  in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greate. 
Centres  i 
Disi 

100 

Pounds 
per  Sq. 
Foot. 

^t  Distanci 
yf  Beams  c 
rihuted  L 

150 

Pounds 
per  Sq. 
Foot. 

3  in  Feet  . 
)/  Lea^t  S 
oads  as  B 

200 
Pounds 
per  Sq. 
Foot. 

Seticeen 
action  for 
elow. 

250 
Pounds 
jjer  Sq. 
Foot. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 
Foot  Increase  of  Beam. 

in 

14.11 

.23 

.15 

28.22 

18.81 

14.11 

11.29 

46.67 

11 

12!82 

!21 

!l8 

23.31 

15.54 

11.65 

9.32 

38;57 

12 

11.76 

.19 

.21 

19.60 

13.07 

9.80 

7.84 

32.41 

13 

10.85 

.18 

.25 

16.69 

11.13 

8.35 

6.68 

27.61 

14 

10.08 

.17 

.29 

14.40 

9.60 

7.20 

5.76 

23.81 

15 

9.40 

.16 

.33 

12.53 

8.36 

6.27 

5.01 

20.74 

16 

8.82 

.15 

.38 

11.03 

7.35 

5.51 

4.41 

18.23 

17 

8.30 

.14 

.42 

9.76 

6.51 

4.88 

3.91 

16.15 

18 

7.84 

.13 

.48 

8.71 

5.81 

4.36 

3.48 

14.40 

19 

7.42 

.12 

.53 

7.81 

5.21 

3.91 

3.12 

12.93 

20 

7.05 

.12 

.59 

7.05 

4.70 

3.53 

2.82 

11.67 

21 

6.72 

.11 

.65 

6.40 

4.27 

3.20 

2.56 

10.58 

22 

6.41 

.11 

.71 

5.83 

3.88 

2.91 

2.33 

9.64 

23 
24 
25 

26 
27 
28 
29 

30 
31 
32 
33 

6.13 
5.87 
5.64 

5.43 
5.22 
5.01 
4.86 

4.70 
4.55 
4.41 
4.27 

.10 
.10 
.09 

.09 
.09 
.08 
.08 

.08 
.08 
.07 
.07 

.78 
.84 
.92 

.99 
1.07 
1.15 
1.23 

1.32 
1.41 
1.50 
1.60 

5.33 
4.89 
4.51 

4.18 
3.87 
3.60 
3.35 

3.13 
2.94 
2.76 
2.59 

3.55 
3.26 
3.01 

2.78 
2.58 
2.40 
2.23 

2.09 
1.96 
1.84 
1.73 

2.67 
2.45 
2.26 

2.09 
1.93 
1.80 
1.08 

1.57 
1.47 
1.38 
1.29 

2.13 
1.06 
1.8) 

1.67 
1.55 
1.44 
1.34 

1.25 
1.17 
1.10 
1.04 

8.82 
8.10 
7.47 

6.90 
6.40 
5.95 
5.55 

5.19 
4.86 
4.56 
4.29 

SAFE  LOADS  OF  IRON  BEAMS. 


53 


9'  IRON   I    BEAMS.— No.  9. 


I.EAST  SECTION. 

Flange  width,   4.75 

Web  thickness,  41 

Area  in  square  inches,  9.28 

Resistance,  27.10 

Pounds  per  foot,  30.93 


GREATEST  SECTION. 

Flange  width,  4.94 

Web  thickness,  60 

Area  in  square  inches,   ....  10,99 

Eesistance,  29.66 

Pounds  per  foot,  36.63 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Between 
in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section, 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

•2 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Load  as  Below. 

Distance . 
Supports 

100 

Ponnds 
per  Sq. 
Foot. 

150 

Pounds 
per  Sg. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 
Pounds 
per  Sq. 
Foot. 

8 
9 
10 
11 

15.81 
14.05 
12.65 
11.50 

.26 
.23 
.21 
.19 

.10 
.13 
.16 
.20 

39.53 
31.22 
25.30 
20.91 

26.35 
20.81 
16.87 
13.94 

19.76 
15.61 
12.65 
10.45 

15.81 
12.49 
10.12 
8.36 

12 
13 
14 
15 

10.54 
9.73 
9.03 
8.43 

.17 
.16 
.15 
.14 

.23 
.28 
.32 
.37 

17.57 
14.97 
12.90 
11.24 

11.71 
9.88 
8.60 
7.49 

8.78 
7.48 
6.45 
5.62 

7.03 
5.99 
5.16 
4.50 

16 
17 
18 
19 

7.90 
7.44 
7.03 
6.66 

.13 
.12 
.12 
.11 

.42 
.47 
.53 
.59 

9.88 
8.75 
7.81 
7.01 

6.58 
5.84 
5.21 
4.67 

4.94 
4.38 
3.91 
3.51 

3.95 
3.50 
3.12 
2.80 

20 

6.32 

.10 

.65 

6.32 

4.21 

3.16 

2.53 

21 
22 
23 

6.02 
5.75 
5.50 

.10 
.09 
.09 

.72 
.79 
.86 

5.73 
5.23 
4.78 

3.82 
3.48 
3.19 

2.87 
2.61 
2.39 

2.29 
2.09 
1.91 

24 

25 
26 
27 

5.27 
5.06 
4.86 
4.68 

.09 
.08 
.08 
.08 

.94 
1.02 
1.10 
1.19 

4.39 
4.05 
3.74 
3.47 

2.93 
2.70 
2.49 
2.31 

2.20 
2.02 
1.87 
1.73 

1.76 
1.62 
1.50 
1.39 

28 
29 
30 
31 

4.52 
4.36 
4.22 
4.08 

.07 
.07 
.07 
.06 

1.28 
1.37 
1.47 
1.57 

3.23 
3.01 
2.81 
2.63 

2.15 
2.00 
1.87 
1.75 

1.61 
1.50 
1.41 
1.32 

1.29 
1.20 
1.12 
1.05 

64  SAFE  LOADS  OF  IRON  BEAMS. 


9'  IKON   I    BEAMS.— No.  10. 


LEAST  SECTION. 

Flange  width,  4.25 

Web  thickness,  31 

Area  in  square  inches,    ....  7.18 

Resistance,  21.48 

Pounds  per  foot,  23.93 


GREATEST  SECTION. 

Flange  width,  4.44 

Web  thickness,  50 

Area  in  square  inches,   ....  8.89 

Resistance,  24.05 

Pounds  per  foot,  29.63 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  j-q  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distance  Between 
Supports  in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Found 
per  Foot  Increase. 

Deflection  in 
Inches. 

GreatCt. 
Centres  c 
Dist 

103 
Pounds 
per  Sq. 
Foot. 

^t  Distance 
f  Beams  c 
ributed  L( 

150 

Pounds 
per  Sq. 
Foot. 

?  ijt  Feet  2 
f  Least  S(- 
lads  as  Bi 

200 

Pounds 
per  Sq. 
Foot. 

ietween 
ction  for 
'low. 

250 
Pounds 
per  Sq. 

Fool. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 

Foot  Increase  of  Beam  .  \ 

o 
o 

in 

.iU 

31.25 

20.83 

15.63 

12.50 

OO.Do 

9 

11.14 

.23 

.13 

24.76 

16.50 

12.38 

9.90 

51.86 

10 

10.02 

.21 

.16 

20.04 

13.36 

10.02 

8.02 

42.00 

11 

9.11 

.19 

.20 

16.56 

11.04 

8.28 

6.63 

34.71 

12 

8.35 

.17 

.23 

13.92 

9.28 

6.96 

5.57 

29.17 

13 

7.71 

.16 

.28 

11.86 

7.91 

5.93 

4.74 

24.85 

14 

7.16 

.15 

.32 

10.23 

6.82 

5.11 

4.09 

21.43 

15 

6.68 

.14 

.37 

8.91 

5.94 

4.45 

3.56 

18.67 

16 

6.27 

.13 

.42 

7.84 

5.23 

3.92 

3.14 

16.41 

17 

5.90 

.12 

.47 

6.94 

4.63 

3.47 

2.78 

14.53 

18 

5.57 

.12 

.53 

6.19 

4.13 

3.09 

2.48 

12.96 

19 

5.28 

.11 

.59 

5.56 

3.71 

2.78 

2.22 

11.63 

20 

5.01 

.10 

.65 

5.01 

3.34 

2.51 

2.00 

10.50 

21 
22 
23 

24 

25 
26 
27 

28 
29 
30 
31 

4.77 
4.56 
4.36 

4.18 
4.01 
3.86 
3.71 

3.58 
3.46 
3.34 
3.23 

.10 

.09 
.09 

.09 
.08 
.08 
.08 

.07 
.07 
.07 
.06 

.72 
.79 
.86 

.94 
1.02 
1.10 
1.19 

1.28 
1.37 
1.47 
1.57 

4.54 
4.15 
3.79 

3.48 
3.21 
2.97 
2.75 

2.53 
2.39 
2.23 
2.08 

3.03 
2.76 
2.53 

2.32 
2.14 
1.98 
1.83 

•1.70 
1.59 
1.48 
1.39 

2.27 
2.07 
1.89 

1.74 
1.60 
1.48 
1.37 

1.28 
1.19 
1.11 
1.04 

1.82 
1.66 
1.52 

1.39 
1.28 
1.19 
1.10 

1.02 
0.95 
0.89 
0.83 

9.52 
8.68 
7.94 

7.29 
6.72 
6.21 
5.76 

5.36 
4.99 
4.67 
4.37 

SAFE  LOADS  OF  IRON  BEAMS. 


55 


8    IRON   X  BEAMS.— No.  11. 


LEAST  SECTION. 

Flange  width,  4.S:i 

\Ve»)  tbickuess,  41 

Area  in  square  inches,    ....  8.2<» 

Resistance,  21.20 

Pounds  per  foot,  27.53 


GREATEST  SECTION. 

Flange  width,   4.57 

Web  thickness,    .  60 

Area  in  square  inches,  ....  9.78 

Resistance,  23.2:^ 

Pounds  per  foot,  32.60 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  y^o      the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive 


c? 


6 


16.49 
14.13 
12.37 
10.99 

9.89 
8.99 
8.24 
7.61 

7.07 
6.60 
6.18 
5.82 


1^^ 


.31 
.27 
.23 
.21 

.19 
.17 
.16 
.14 

.13 
.12 
.12 
.11 


.07 
.09 
.12 
.15 

.18 
.22 
.26 
.31 

.36 
.41 
.47 

.53 


Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 


100 


5.50      .10  .59 


per  Sq. 
Foot. 


54.97 
40.37 
30.93 
24.42 

19.78 
16.35 
13.73 
11.71 

10.10 
8.80 
7.73 
6.85 

6.11 


150  200 

Pounds  Pounds 

per  Sq.  per  Sq. 

Foot.  Foot. 


36.64 
26.91 
20.62 
16.28 

13.19 
10.90 
9.16 
7.81 

6.73 
5.87 
5.15 
4.56 

4.07 


27.48 

20.18 
15.46 
12.21 

9.89 
8.17 
6.87 
5.85 

5.05 
4.40 
3.86 
3.42 

3.06 


253 
Pounds 
per  Sq. 
Foot. 


21.99 
16.15 
12.37 
9.77 

7.91 
6.54 
5.49 
4.68 

4.04 
3.52 
3.09 
2.74 

2.44 


5.21 
4.95 
4.71 

4.50 
4.30 
4.12 
3.96 

3.80 
3.66 
3.53 
3.41 


.10 
.09 
.09 

.08 
.08 
.08 
.07 

.07 
.07 
.07 
.06 


.60 
.73 
.81 

.89 
.97 
1.06 
1.15 

1.24 
1.34 
1.44 
1.54 


5.48 
4.95 
4.49 

4.09 
3.74 
3.43 
3.17 

2.92 
2.71 
2.52 
2.35 


3.66 
3.30  I 
2.99  I 

2.73  i 
2.49 
2.29 
2.11 

1.95 
1.81 
1.68 
1.57 


2.74 
2.48 
2.24 

2.05 
1.87 
1.72 
1.58 

1.46 
1.36 
1.26 
1.18 


2.19 
1.98 
1.79 

1.64 
1.50 
1.37 
1.27 

1.17 
1.08 
1.01 
0.94 


^  5^  g 

«J  ^  g 


103.70 
76.18 
58.33 
46.09 

37.33 
30.85 
25.92 
22.09 

19.05 
16.59 
14.58 
12.92 

11.52 
10.34 
9.33 
8.46 

7.71 
7.06 
6.48 
5.97 

5.52 
5.12 
4.76 
4.44 


56 


SAFE  LOADS  OF  IRON  BEAMS, 


8'  IRON    I  BEAMS.— No.  12. 


I.EAST  SECTION.  GREATEST  SECTION. 


.  .  4.00 

Area  in  square  inches,  ,  . 

.  ,  6.24 

Area  in  square  inches, 

.  .  .  7.84 

.  .  16.71 

Resistance,  

.  .  .  18.84 

Pounds  per  foot,  .... 

.  .  .  26.13 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distance  Between 
Supports  in  Feet,  j 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greates 
Centres  c 
Dist 

100 
Pounds 
per  Sq'. 
Foot. 

t  Distanc 
f  Beams  c 
ributed  Ia 

150 

Pounds 
per  Sq. 
Foot. 

3  in  Feet  J 
f  Least  St 
jads  as  Be 

200 

Pounds 
per  Sq. 
Foot. 

Setiveen 
ction  for 
low. 

250 
Pounds 
per  Sq. 
Foot. 

Divide  by  Loadper  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 

Foot  Increase  of  Beam. 

6 

11.40 

.31 

.07 

38.00 

25.33 

19.00 

15.20 

103.70 

7 

11.14 

.27 

.09 

31.83 

21.22 

15.91 

12.73 

76.18 

8 

9.75 

.23 

.12 

24.38 

16.25 

12.19 

9.75 

58.33 

9 

8.66 

.21 

.15 

19.24 

12.83 

9.62 

I.IQ 

46.09 

10 

7.80 

.19 

.18 

15.60 

10.40 

7.80 

6.24 

37.33 

11 

7.09 

.17 

.22 

12.89 

8.59 

6.45 

5.16 

30.85 

12 

6.50 

.16 

.26 

10.83 

7.22 

5.42 

4.33 

25.92 

13 

6.00 

.14 

.31 

9.23 

6.15 

4.62 

3.61 

22.09 

14 

5.57 

.13 

.36 

7.96 

5.30 

3.98 

3.18 

19.05 

15 

5.20 

.12 

.41 

6.93 

4.62 

3.47 

2.77 

16.59 

16 

4.87 

.12 

.47 

6.09 

4.06 

3.04 

2.44 

14.58 

17 

4.59 

.11 

.53 

5.40 

3.60 

2.70 

2.16 

12.92 

18 

4.33 

.10 

.59 

4.81 

3.21 

2.41 

1.92 

11.52 

19 
20 
21 

22 
23 
24 
25 

26 
27 
28 
29 

4.10 
3.90 
3.71 

3.54 
3.39 
3.25 
8.12 

3.00 
2.89 
2.79 
2.69 

.10 
.09 
.09 

.08 
.08 
.08 
•07 

.07 
.07 
.07 
.06 

.66 
.73 
.81 

.89 
.97 
1.06 
1.15 

1.24 
1.34 
1.44 
1.54 

4.32 
3.90 
3.53 

3.22 
2.95 
2.71 
2.50 

2.31 
2.14 
1.99 
1.86 

2.88 
2.60 
2.36 

2.15 
1.97 
1.81 
1.66 

1.54 
1.43 
1.33 
1.24 

2.16 
1.95 
1.77 

1.61 
1.47 
1.35 
1.25 

1.15 
1.07 
1.00 

0.93 

1.73 
1.56 
1.41 

1.29 
1.18 
1.08 
1.00 

0.92 
0.86 
0.80 
0.74 

10.34 
9.33 
8.46 

7.71 
7.06 
6.48 
5.97 

5.52 
5.12 
4.76 
4.44 

SAFE  LOADS  OF  IRON  BEAMS. 


57 


7  IKOX 

LEAST  SECTION. 


31    BKAMS.— No.  13. 


GREATEST  SECTION. 

Flange  width,  ;i.87 

Web  thiekness,  50 

Area  in  sciuare  inches,  7.10 

Ke.sistauce,  14.89 

Poimds  per  foot  ,  28.07 


Flange  width,  3.81 

Web  thickness,  44 

Area  in  square  inches,  0.(58 

Resistance,  14.40 

Pounds  per  foot,  22.20 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Detlection  for  centre  load  will  be  i\i  of  the  tabular  defection. 
Figures  in  small  type  denote  cases  where  detlection  is  excessive. 


Distance  Between  | 
Supports  in  Feet.  \ 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greates 
Centres  t 
Dist 

100 
Pounds 
per  Sq. 
Foot. 

t  Distanc 
f  Beams  c 
ributed  L 

150 

Pounds 
per  Sq. 
Foot. 

g  in  Feet  Between 
f  Least  Section  for 
mds  as  Below. 

200  250 
Pounds  Pounds 
per  Sq.  1  per  Sq. 
Foot.  Foot. 

Divide  by  LoadperSq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 

Foot  Increase  of  Beam. 

g 

11.20 

27 

.08 

37.33 

24.89 

18  67 

14.93 

90.75 

7 

.23 

!io 

27.43 

18.29 

13171 

lo!97 

66'.67 

8 

8.40 

.20 

.13 

21.00 

14.00 

10.50 

8.40 

51.05 

9 

7.47 

.  .18 

.17 

16.60 

11.07 

8.30 

6.64 

40.33 

10 

6.72 

.16 

.21 

13.44 

8.96 

6.72 

5.38 

32.67 

11 

6.11 

.15 

.25 

11.11 

7.41 

5.55 

4.44 

27.00 

12 

5.60 

.14 

.30 

9.33 

6.22 

4.67 

3.73 

22.69 

13 

5.17 

.13 

.35 

7.95 

5.30 

3.98 

3.18 

19.33 

14 

4.80 

.12 

.41 

6.86 

4.57 

3.43 

2.74 

16.67 

15 

4.48 

.11 

.47 

5.97 

3.98 

2.99 

2.39 

14.52 

16 

4.20 

.10 

.53 

5.25 

3.50 

2.63 

2.10 

12.76 

17 

18 
19 
20 
21 

22 
23 
24 
25 

26 
27 
28 
29 

3.95 

3.73 
3.54 
3..36 
3.20 

3.05 
2.92 
2.80 
2.69 

2.58 
2.49 
2.40 
2..32 

.10 

.09 
.09 
.08 
.08 

.07 
.07 
.07 
.07 

.06 
.06 
.06 
.06 

.60 

.68 
.76 
.84 
.92 

1.01 
1.10 
1.20 
1.30 

1.41 
1.52 
1.64 
1.76 

4.65 

4.14 

3.73 
3.36 
3.05 

2.77 
2.54 
2.33 
2.15 

1.98 
1.84 
1.71 
1.60 

3.10 

2.76 
2.48 
2.24 
2.03 

1.85 
1.69 
1.56 
1.43 

1.32 
1.23 
1.14 
1.07 

2.32 

2.07 
1.86 
1.68 
1.52 

1.39 
1.27 
1.17 
1.08 

0.99 
0.92 
0.86 
0.80 

1.86 

1.66 
1.49 
1.34 
1.22 

1.11 
1.02 
0.93 
0.86 

0.79 
0.74 
0.69 
0.64 

11.30 

10.08 
9.05 
8.17 
7.41 

6.75 
6.18 
5.67 
5.23 

4.83 
4.48 
4.17 
3.88 

58 


SAFE  LOADS  OF  IRON  BEAMS, 


7''  IRON   I   BEAMS.— No.  14. 


LEAST  SECTION.  GREATEST  SECTION. 


.  .  .  .24 

.  ,     A I 

.  .  .  5.26 

Area  in  square  inches,  .  , 

.  .  6.t;6 

.  .  14.37 

99  91 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distatice  Between 
Supports  in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greates 
Centres  i 
Dist 

100 

Pounds 
per  Sq. 
Foot. 

t  Distance  in  Feet  1 
f  Beams  of  Least  Se 
rihuted  Loads  as  Be 

150  200 
Pounds  Pounds 
per  Sq.    per  Sq. 
Foot.    ,  Foot. 

between 
ction  for 
low. 

250 
Pounds 
per  Sq 
Foot. 

Divide  by  Loadper  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 
Foot  Increase  of  Beam. 

6 

7.50 

.27 

.08 

25.00 

16.67 

12.50 

10.00 

90.75 

7 

7.50 

.23 

.10 

21.43 

14.29 

10.71 

8.57 

66.67 

8 

7.43 

.20 

.13 

18.58 

12.38 

9.29 

7.43 

51.05 

9 

6.61 

.18 

.17 

14.69 

9.79 

7.34 

5.88 

40.33 

10 

5.95 

.16 

.21 

11.90 

7.93 

5.95 

4.76 

32.67 

11 

5.40 

.15 

.25 

9.82 

6.55 

4.91 

3.93 

27.00 

12 

4.95 

.14 

.30 

8.25 

5.50 

4.13 

3.30 

22.69 

13 

4.57 

.13 

.35 

7.03 

4.69 

3.52 

2.81 

19.33 

14 

4.25 

.12 

.41 

6.07 

4.05 

3.04 

2.43 

16.67 

15 

3.96 

.11 

.47 

5.28 

3.52 

2.64 

2.11 

14.52 

16 

3.72 

.10 

.53 

4.65 

3.10 

2.33 

1.86 

12.76 

17 

18 
19 
20 
21 

22 
23 
24 
25 

26 
27 
28 
29 

3.50 

3.30 
3.13 
2.97 
2.83 

2.70 
2.58 
2.48 
2.38 

2.29 
2.20 
2.12 
2.05 

.10 

.09 
.09 
.08 
.08 

.07 
.07 
.07 
.07 

.06 
.06 
.06 
.06 

.GO 

.68 
.76 
.84 
.92 

1.01 
1.10 
1.20 
1.30 

1.41 
1.52 
1.64 
1.76 

4.12 

3.67 
3.29 
2.97 
2.70 

2.45 
2.24 
2.07 
1.90 

1.76 
1.63 
1.51 
1.41 

2.75 

2.44 
2.20 
1.98 
1.80 

1.64 
1.50 
1.38 
1.27 

1.17 
1.09 
1.01 
0.94 

2.06 

1.83 
1.65 
1.49 
1.35 

1.23 
1.12 
1.03 
0.95 

0.88 
0.81 
0.76 
0.71 

^  1.65 

1.47 
1.32 
1.19 
1.08 

0.98 
0.90 
0.83 
0.76 

0.70 
0.65 
0.60 
0.57 

11.30 

10.08 
9.05 
8.17 
7.41 

6.75 
6.18 
5.67 
5.23 

4.83 
4.48 
4.17 
3.88 

SAFE  LOADS  OF  IRON  BEAMS. 


59 


6'  IRON    I    BEAMS.— No.  23. 


LEAST  SECTION. 

Flange  width,  5.25 

Web  thickness,  63 

Area  in  sejuare  inches,    .  .  .  .11.79 

Resistance,  21.36 

Pounds  per  loot,  39.30 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Detlection  for  centre  load  will  be  jo  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


GREATEST  SECTION. 

Flange  width,    .  5.50 

Web  thi(>kness,  88 

Area  in  s(iuare  inches,    .  .  ,  .13.29 

Resistance,   22.80 

Pounds  per  foot,  44.30 


g  . 

^  A- 

if 

— 

6 
7 
8 
9 

10 
11 
12 
13 

— . — 

16.61 
14.24 
12.46 
11.08 

9.97 
9.06 
8.31 
7.67 

1  • 

.23 
.20 
.18 
.16 

.14 
.13 
.12 
.11 

Deflection. in 
Inches. 

Greater  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

100 
Pounds 
per  Sq. 
Foot. 

150 

Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

27.68 
20.34 
15.58 
12^31 

9.97 
8.24 
6.93 
5.90 

250 
Pounds 
per  Sq. 
Foot. 

22.15 
16.27 
12.46 
9.85 

7.98 
6.59 
5.54 
4.72 

.09 
.02 
.16 
.20 

.24 
.29 
.35 
.41 

55.37 
40.69 
31.15 
24.62 

19.94 
16.47 
13.85 
11.80 

36.91 
27.12 
20.77 
16.41 

13.29 
10.98 
9.23 
7.87 

14 

7.12 

.10 

.48 

10.17 

0.78 

5.09 

4.07 

15 

0.05 

.09 

.55 

8.87 

5.91 

4.43 

3.55 

16 

6.23 

.09 

.63 

7.79 

5.19 

3.89 

3.12 

17 

5.86 

.08 

.71 

6.89 

4.60 

3.45 

2.70 

18 

5.54 

.08 

.79 

6.16 

4.10 

3.08 

2.40 

19 

5.25 

.07 

.88 

5.53 

3.68 

2.76 

2.21 

20 

4.98 

.07 

.97 

4.98 

3.32 

2.49 

1.99 

21 

4.75 

.07 

1.07 

4.52 

3.02 

2.26 

1.81 

22 

4.53 

.06 

1.18 

4.12 

2.75 

2.06 

1.65 

23 

4.33 

.06 

1.29 

3.77 

2.51 

1.88 

1.51 

24 

4.15 

.06 

1.40 

3.46 

2.31 

1.73 

1.38 

25 

3.99 

.06 

1.52 

3.19 

2.13 

1.60 

1.28 

26 

3.83 

.05 

1.65 

2.95 

1.90 

1.47 

1.18 

27 

3.09 

.05 

1.78 

2.73 

1.82 

1.37 

1.09 

28 

3.56 

.05 

1.91 

2.54 

1.70 

1.27 

1.02 

29 

3.44 

.05 

2.06 

2.37 

1.58 

1.19 

0.95 

60 


SAFE  LOADS  OF  IRON  BEAMS, 


6    IRON    31    BEA3IS.— Xo.  24. 


LEAST  SECTION.  GREATEST  SECTION. 


.  .  4.88 

Flange  width,  

.  .  9.27 

Area  in  square  inches, 

.  .  .  10.77 

Resistance,  

Pounds  per  foot,  .... 

.  .  .  35.yo 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  y'o  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


III 

Pi 


13.62 
11.67 
10.21 
9.08 


.23 
.20 
.18 
.16 


.09 
.12 
.16 
.20 


Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 


li 

Distributed  Loads  as  Below. 

r 

100 
Poitnds 
per  Sg. 
Foot. 

150 
Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 
Pounds 
pe  r  Sq 
Foot. 

45.40 
33.34 
25.53 
20.18 


30.27 
22.23 
17.02 
13.45 


22.70 
16.67 
12.76 
10.09 


18.16 
13.34 
10.21 
8.07 


77.78 
57.14 
43.75 
34.57 


10 

8.17 

.14 

.24 

16.34 

10.89 

8.17 

6.54 

28.00 

11 

7.43 

.13 

.29 

13.51 

9.01 

6.75 

5.40 

23.14 

12 

6.81 

.12 

.35 

11.35 

7.57 

5.68 

4.54 

19.44 

13 

6.29 

.11 

.41 

9.68 

6.45 

4.84 

3.87 

16.57 

14 

5.84 

.10 

.48 

8.34 

5.56 

4.17 

3.34 

14.29 

15 

5.45 

.09 

.55 

7.27 

4.84 

3.63 

2.91 

12.44 

16 

5.11 

.08 

.63 

6.39 

4.26 

3.19 

2.56 

10.94 

17 

4.81 

.08 

.71 

5.66 

3.77 

2.83 

2.26 

9.69 

18 

4.54 

.08 

.79 

5.04 

3.36 

2.52 

2.02 

8.64 

19 

4.30 

.07 

.88 

4.53 

3.02 

2.26 

1.81 

7.76 

20 

4.09 

.07 

.97 

4.09 

2.73 

2.05 

1.64 

7.00 

21 

3.89 

.07 

1.07 

3.70 

2.47 

1.85 

1.48 

6.35 

22 

3.71 

.06 

1.18 

3.37 

2.25 

1.69 

1.35 

5.79 

23 

3.55 

.06 

1.29 

3.09 

2.06 

1.54 

1.23 

5.29 

24 

3.40 

.06 

1.40 

2.83 

1.89 

1.42 

1.13 

4.86 

25 

3.27 

.06 

1.52 

2.62 

1.74 

1.31 

1.05 

4.48 

26 

3.14 

.05 

1.65 

2.42 

1.61 

1.21 

0.97 

4.14 

27 

3.03 

.05 

1.78 

2.24 

1.50 

1.12 

0.90 

3.84 

28 

2.92 

.05 

1  91 

2.09 

1.39 

1.04 

0.83 

3.57 

29 

2.82 

.05 

2.06 

1.94 

1.30 

0.97 

0.78 

3.33 

SAFE  LOADS  OF  IRON  BEAMS. 


61 


6'  IRON   I    BEAMS.— No.  15. 


LEAST  SECTION.  GREATEST  SECTION. 


.  .  3.84 

.  .  .28 

Area  in  square  inches,    .  . 

.  .  5.65 

Area  in  square  inches,   .  . 

.  .  7.75 

Greatest  safe  load  in  net  tons  evenly  distributed,  inckiding^beam  itself. 
VoT  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Si 

■2  1" 



6 
7 
8 
9 

10 
11 
12 
13 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  luich  Pound 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

100 

Pounds 
per  Sq. 
Foot. 

150 

Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 
Pounds 
per  Sq. 
Foot. 

8.88 
7.61 
6.66 
5.92 

5.33 
4.84 
4.44 
4.10 

.23 
.20 
.18 
.16 

.14 
.13 
.12 
.11 

.09 
.12 
.16 
.20 

.24 
.29 
.35 
.41 

29.60 
21.74 
16.65 
13.16 

lU.t)D 
8.80 
7.40 
6.31 

19.73 
14.50 
11.10 
8.77 

•7  11 

5.87 
4.93 
4.21 

14.80 
10.87 
8.33 
6.58 

0.66 

4.40 
3.70 
3.15 

11.84 
8.70 
6.66 
5.26 

4.26 
3.52 
2.96 
2.52 

14 

3.80 

.10 

.48 

5.48 

3.62 

2.71 

2.17 

15 

3.55 

.09 

.55 

4.73 

3.16 

2..37 

1.89 

16 

3.33 

.09 

.63 

4.16 

2.78 

2.08 

1.67 

17 

3.13 

.08 

.71 

3.68 

2.45 

1.84 

1.47 

18 

2.96 

.08 

.79 

3.29 

2.19 

1.64 

1.32 

19 

2.80 

.07 

.88 

2.95 

1.96 

1.47 

1.18 

20 

2.66 

.07 

.97 

2.66 

1.77 

1.33 

1.06 

21 

2.54 

.07 

1.07 

2.42 

1.61 

1.21 

0.97 

22 

2.42 

.06 

1.18 

2.20 

1.47 

1.10 

-0.88 

23 

2.32 

.06 

1.29 

2.02 

1.34 

1.01 

0.81 

24 

2.22 

.06 

1.40 

1.85 

1.23 

0.93 

0.74 

25 

2.13 

.06 

1.52 

1.70 

1.14 

0.85 

0.68 

26 

2.05 

.05 

1.65 

1.58 

1.05 

0.79 

0.63 

27 

1.97 

.05 

1.78 

1.46 

0.97 

0.73 

0.58 

28 

1.90 

.05 

1.91 

1.36 

0.90 

0.68 

0.54 

29 

1.84 

.05 

2.06 

1.27 

0.85 

0.63 

0.51 

"^i  ^  ^  1 


77.78 
57.14 
43.75 
34.57 

28.00 
23.14 
19.44 
16.57 

14.29 
12.44 
10.94 
9.69 

8.64 
7.76 
7.00 
6.35 

5.79 
5.29 
4.86 
4.48 

4.14 
3.84 
3.57 
3.33 


62 


SAFE  LOADS  OF  IRON  BEAMS. 


6'  IRON    I    BEAMS.— No.  16. 

LEAST  SECTION.  GREATEST  SECTION. 

Flange  width,    .  3.69 

Web  thickness,  44 

Area  in  square  inches,   ....  5.42 

Resistance,  9.79 

Pounds  per  foot,  18.06 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


.  .  .  3.47 

.  .  .  .22 

.  .  .  4.10 

.  .  .  8.47 

Pounds  per  foot,  .... 

.  .  .  13.66 

5»  ^ 

e  a, 



6 
7 
8 
9 

10 
11 
12 
13 

Greatest  Safe  Load 
in  Net  Tons  for 
\       Least  Section. 

Addition  to  Safe 
Load  for  Bach  Pound 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 

Foot  Increase  of  Beam. 

100 

Pounds 
per  Sq. 
Foot. 

150 
Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Fool. 

250 
Pounds 
per  Sq. 
Foot. 

6.18 
5.65 
4.94 
4.39 

3.95 
3.59 
3.29 
3.04 

.23 
.20 
.18 
.16 

.14 
.13 
.12 
.11 

.09 
.12 
.16 
.20 

.24 
.29 
.35 
.41 

20.60 

ID.lri 
Q  7fi 

7.90 
6.53 
5.48 
4.68 

13.73 

-LU.  /O 
ft  9*^ 

O.CiO 

o.ou 

5.27 
4.35 
3.66 
3.12 

10.30 

O.U  / 

fi  1ft 
A  ftft 

3.95 
3.26 
2.74 
2.34 

8.24 

A  OA 

9  on 

3.16 
2.61 
2.19 
1.87 

77.78 
57.'l4 
43.75 
34.57 

28.00 
23.14 
19.44 
16.57 

14 

2.82 

.10 

.48 

4.03 

2.69 

2.01 

1.61 

14.29 

15 

2.64 

.09 

.55 

3.52 

2.35 

1.76 

1.41 

12.44 

16 

2.47 

.09 

.63 

3.09 

2.06 

1.54 

1.24 

10.94 

17 

2.33 

.08 

.71 

2.74 

1.83 

1.37 

1.10 

9.69 

18 

2.20 

.08 

.79 

2.44 

1.63 

1.22 

0.98 

8.64 

19 

2.08 

.07 

.88 

2.19 

1.46 

1.09 

0.88 

7.76 

20 

1.98 

.07 

.97 

1.98 

1.32 

0.99 

0.79 

7.00 

21 

1.88 

.07 

1.07 

1.79 

1.19 

0.90 

0.72 

6.35 

22 

1.80 

.06 

1.18 

1.64 

1.09 

0.82 

0.65 

5.79 

23 

1.72 

.06 

1.29 

1.50 

1.00 

0.75 

-  0.60 

5.29 

24 

1.65 

.06 

1.40 

1.38 

0.92 

0.69 

0.55 

4.86 

25 

1.58 

.06 

1.52 

1.26 

0.84 

0.63 

0.51 

4.48 

26 

1.52 

.05 

1.65 

1.17 

0.78 

0.58 

0.47 

4.14 

27 

1.46 

.05 

1.78 

1.08 

0.72 

0.54 

0.43 

3.84 

28 

1.41 

.05 

1.91 

1.01 

0.67 

0.50 

0.40 

3.57 

29 

1.36 

.05 

2.06 

0.94 

0.63 

0.47 

0.38 

3.33 

SAFE  LOADS  OF  IKON  BEAMS. 


63 


5'  IRON    ni   BEAMS.— No.  17. 


LE^VST  SECTION.  GREATEST  SECTION. 


Flange  width,  

3.17 

Area  in  square  inches,  . 

Resistance,  

.  .  5.34 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Detlection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


1 

Greatest  Distance  in  Feet  Between 

O  _  o 

"^-^  2 

Centres  of  Beams  of  Least  Secti'on  for 

<;>  •< 

Distributed  Loads  as  Below. 

id 

^  "S 

'fled 
Incf 

100 

150 

200 

250 

•»  <2  Et, 

Pounds 

Pounds 

Pounds 

Pounds 

per  Sq. 

per  Sq. 

per  Sq. 

per  Sq. 



Foot. 

Foot. 

Foot. 

Foot. 

4 

5.69 

.29 

.05 

28.45 

18.97 

14.23 



11.38 

5 

4.55 

.23 

.07 

18.20 

12.13 

9.10 

7.28 

6 

3.80 

.19 

!io 

12.67 

8.44 

6.33 

5.07 

7 

3.25 

.17 

.14 

n  on 

D.iy 

4.d4 

3.71 

8 

2.85 

.15 

.19 

7.13 

4.75 

3.56 

2.85 

9 

2.53 

.13 

.24 

5.62 

3.75 

2.81 

2.25 

10 

2.28 

.12 

.29 

4.56 

3.04 

2.28 

1.82 

11 

2.07 

.11 

.35 

3.76 

2.51 

1.88 

1.51 

12 

1.90 

.10 

.42 

3.17 

2.11 

1.58 

1.27 

13 

1.75 

.09 

.49 

2.69 

1.79 

1.35 

1.08 

14 

1.63 

.08 

.57 

2.33 

1.55 

1.16 

0.93 

15 

1.52 

.08 

.66 

2.03 

1.35 

1.01 

0.81 

16 

1.42 

.07 

.75 

1.78 

1.18 

0.89 

0.71 

17 

1.34 

.07 

.85 

1.58 

1.05 

0.79 

0.63 

18 

1.27 

.06 

.95 

1.41 

0.94 

0.71 

0.56 

19 

1.20 

.03 

1.06 

1.26 

0.84 

0.63 

0.51 

20 

1.14 

.06 

1.17 

1.14 

0.76 

0.57 

0.46 

21 

1.08 

.06 

1.29 

1.03 

0.69 

0.51 

0.41 

22 

1.03 

.05 

1.41 

0.94 

0.62 

0.47 

0.37 

23 

0.99 

.05 

1.55 

0.86 

0.57 

0.43 

0.34 

24 

0.95 

.05 

1.69 

0.79 

0.53 

0.39 

0.31 

25 

0.91 

.05 

1.83 

0.73 

0.49 

0.36 

0.29 

26 

0.87 

.04 

1.97 

0.67 

0.45 

0.33 

0,27 

27 

0.84 

.04 

2.12 

0.62 

0.41 

0.31 

0.25 

64 


SAFE  LOADS  OF  IRON  BEAMS. 


4'  IRON  I 

I.EAST  SECTION. 

Flange  width,  2.60 


Web  thickness,  22 

Area  in  square  inches,  2.50 

Resistance,   3.30 

Pounds  per  foot,  8.33 


BEAMS.— No.  19. 

GREATEST  SECTION. 

Flange  width,   2.82 


Web  thickness,  44 

Area  in  square  inches,  .  .  .  .  3.38 

Resistance,  3.89 

Pounds  per  foot,  11.26 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Between 
in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 

Foot  Increase  of  Beam. 

Distance . 
Supports 

100 

Pounds 
per  Sq. 
Foot. 

150 
Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 
Pounds 
per  Sq. 
Foot. 

4 
5 
6 
7 

3.85 
3.08 
2.57 
2.20 

.23 
.19 
.16 
.13 

.06 
.09 
.13 
.18 

19.25 
12.32 
8.57 
6.29 

12.83 
8.21 
5.71 
4.19 

9.63 
6.16 
4.28 
3.14 

7.70 
4.93 
3.43 
2.51 

116.69 
74.68 
51.86 
38. lO 

CO  00 

1.93 
1.71 

.12 
.lO 

.23 
.30 

4.83 
3.80 

3.22 
2.53 

2.41 
1.90 

1.93 
1.52 

29.17 
23. 05 

lO 

11 

1.54 
1.40 

.09 
.08 

.37'" 
.44 

3.08 
2.55 

2.05 
1.70 

1.54 
1.27 

1.23 
1.02 

18.67 
15.43 

12 
13 
14 

15 

1.28 
1.18 
1.10 
1.03 

.08 
.07 
.07 
.06 

.53 
.62 
.72 
.82 

2.13 
1.82 
1.57 
1.37 

1.42 
1.21 
1.05 
0.92 

1.07 
0.91 
0.79 
0.69 

0.85 
0.73 
0.63 
0.55 

12.97 
1 1.05 
9.53 
8.30 

4    IKON  I 


I.EAST  SECTION. 

Flange  width,   2.30 

Web  thickness,  16 

Area  in  square  inches,  .  .  .  .  .1.84 

Resistance,  2.51 

Pounds  per  foot,  6.13 


BEAMS.— No.  20. 

GREATEST  SECTION. 

Flange  width,  2.45 


Web  thickness,  31 

Area  in  square  inches,  2.44 

Resistance,   2.91 

Pounds  per  foot,  8.13 


4 

2.93 

.23 

.06 

14.65 

9.77 

7.33 

5.86 

1  16.69 

5 

2.34 

.19 

.09 

9.36 

6.24 

4.68 

3.74 

74.68 

6 

1.95 

.16 

.13 

6.50 

4.33 

3.25 

2.60 

51.86 

7 

1.67 

.13 

.18 

4.77 

3.18 

2.39 

1.91 

38.10 

8 

1.46 

.12 

.23 

3.65 

2.43 

1.83 

1.46 

29.17 

9 

1.30 

.lO 

.30 

2.89 

1.93 

1.44 

1.16 

23. 05 

lO 

1.17 

.09 

2.34 

1.56 

l.lV 

0.94 

18.67 

11 

1.06 

.08 

.44 

1.93 

1.28 

0.96 

0.77 

15.43 

12 

0.98 

.08 

.53 

1.63 

1.09 

0.82 

0.65 

12.97 

13 

0.90 

.07 

.62 

1.38 

0.92 

0.69 

0.55 

1 1.05 

14 

0.84 

.07 

.72 

1.20 

0.80 

0.60 

0.48 

9.53 

16 

0.78 

.06 

.82 

1.04 

0.69 

0.52 

0.42 

8.30 

SAFE  LOADS  OF  IKON  BEAMS. 


65 


3'  IRON  I 

LEAST  SECTION. 

Flange  width,  2.40 

Web  thickness,  22 

Areii  in  square  inches,  2.0G 

Resistance,   1.99 

Pounds  i)er  foot,  G.86 


BEAMS.— No.  21. 

GREATEST  SECTION. 

Flange  width,  2.62 

Web  thickness,  44 

Area  in  s(iuare  inches,  2.72 

Resistance,  2.32 

Pounds  per  foot,  9.06 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  y  q  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Between 
in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Jjeast  Section. 

S  . 

i  i 

GreateM  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

Divide  by  Jjoadper  Sq. 
Foot  and  Add  to  Cor- 
responding  Distance 
for  J'ju'fi  Pound  per 

Foot  Increase  of  Beam. 

c  > 

Addition 
Load  for  K< 
per  Foot  1 

100 
Pounds 
per  Sq. 
Foot. 

150 
Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 

Pounds 
per  Sq. 
Foot. 

~4~ 
5 
6 

2.32 
1.86 
1.55 

.18 
.14 
.12 

.08 
.12 
.18 

11.60 
7.44 
5.17 

7.73 
4.96 
3,44 

5.80 
3.72 
2.68 

4.64 
2.98 
2.07 

87.50 
56. OO 
38.89 

7 

1.33 

.10 

.24 

3.80 

2.53 

1.90 

1.52 

28.57 

8 
9 
10 
1 1 

1.16 
1.03 
0.93 
0.84 

.09 
.08 
.07 
.06 

.31 
.39 
.49 
.59 

2.90 
2.29 
1.86 
1.53 

1.93 
1.53 
1.24 
1.02 

1.45 
1.14 
0.93 
0.76 

1.16 
0.92 
0.74 
0.61 

21.88 
17.28 
14. OO 
11.57 

12 
13 
14 
15 

0.77 
0.71 
0.66 
0.62 

.06 
.05 
.05 
.05 

.71 
.83 
.96 
1.10 

1.28 
1.09 
0.94 
0.83 

0.86 
0.73 
0.63 
0.55 

0.64 
0.55 
0.47 
0.41 

0.51 
0.44 
9.38 
0.33 

9.72 
8.28 
7.14 
6.22 

S"  IKON    I    BEAMS.— No.  22. 


LEAST  SECTION. 


Flange  width  ,  2.20 

Web  thickness,  16 

Area  in  square  inches,  1.58 

Resistance,  1.61 

Pounds  per  foot,  5.26 


GREATEST  SECTION. 


Flange  width,  2.35 

Web  thicknevss,  31 

Area  in  square  inches,  2.03 

Resistance,  1.83 

Pounds  per  foot,  6.76 


4 

1.88 

.18 

.08 

9.40 

6.27 

4.70 

3.76 

87. 50 

5 

1.50 

.14 

12 

6.00 

4.00 

3.00 

2.40 

56. OO 

6 

1.25 

.12 

.18 

4.17 

2.78 

2.08 

1.67 

38.89 

7 

1.07 

.10 

.24 

3.06 

2.04 

1.53 

1.22 

28.57 

8 

0.94 

.09 

.31 

2.35 

1.57 

1.18 

0.94 

21.88 

9 

0.83 

.08 

.39 

1.84 

1.23 

0.92 

0.74 

17.28 

lO 

0.75 

.07 

.49 

1.50 

1.00 

0.75 

0.60 

14. OO 

1 1 

0.68 

.06 

.59 

1.24 

0.82 

0.62 

0.49 

1  1.57 

12 

0.63 

.06 

.71 

1.05 

0.70 

0.53 

0.42 

9.72 

13 

0.58 

.05 

.83 

0.89 

0.59 

0.45 

0.36 

8.28 

14 

0,54 

.05 

.96 

0.77 

0.51 

0.39 

0.31 

7.14 

15 

0.50 

.05 

1.10 

0.67 

0.44 

0.33 

0.27 

6.22 

66 


SAFE  LOADS  OF  STEEL  BEAMS. 


15    STEEL   I  BEA3IS.— No.  521. 


LEAST  SECTION. 

Flange  width,   5.61 

Web  thickness,  41 

Area  in  square  inches,  12.47 

Resistance,  59.13 

Pounds  per  foot,  42.39 


GREATEST  SECTION, 

Flange  width,   .  5.80 

Web  thickness,  60 

Area  in  square  inches,  ....  15.32 

Resistance,  66.25 

Pounds  per  foot,  52.08 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distance  Between 
Supports  in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Ponnd 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greate 
Centres  c 
Dis 

100 
Pounds 
per  Sq. 

Foot. 

st  Distance  in  Feet  1 
f  Beams  of  Least  Se 
trihuted  Loads  as  Be 

150  200 
Pounds  ^  Pounds 
per  Sq.  ■  per  Sq. 
Foot.    \  Foot. 

between 
ction  for 
low. 

250 
Pounds 
per  Sq. 
Foot. 

>2  1..  g 

c  ^ 

10 

26.84 

.42 

.10 

54.65 

36.43 

27.32 

21.86 

81.00 

11 

26.84 

.38 

.13 

49.68 

33.12 

24.84 

19.87 

66.94 

12 

26.84 

.35 

.16 

4o.o4 

30.36 

22.78 

18.22 

56.25 

13 

25.48 

.32 

.19 

26.12 

19.60 

lu.o  / 

Al  Q9 

14 

23.65 

.30 

.23 

33.79 

22.52 

16.90 

13.51 

41.33 

15 

22.08 

.28 

.26 

29.44 

19.63 

14.72 

11.77 

36.00 

16 

20.70 

.25 

.30 

25.87 

17.26 

12.94 

10.36 

31.64 

17 

19.48 

.24 

.34 

22.91 

15.28 

11.46 

9.17 

28.03 

18 

18.40 

.23 

.38 

20.44 

13.63 

10.22 

8.17 

25.00 

19 

17.42 

.22 

.42 

18.34 

12.23 

9.17 

7.33 

22.44 

20 

16.56 

.22 

.47 

16.56 

11.04 

8.28 

6.62 

20.25 

21 

15.77 

.20 

.51 

15.01 

10.01 

7.51 

6.01 

18.37 

22 

15.05 

.19 

.56 

13.68 

9.12 

6.84 

5.47 

16.74 

23 

14.40 

.18 

.61 

12.52 

8.35 

6.26 

5.00 

15.31 

24 

13.80 

.18 

.67 

11.50 

7.67 

5.75 

4.60 

14.06 

25 

13.25 

.16 

.72 

10.20 

7.07 

5.30 

4.24 

12.96 

26 

12.73 

.16 

.78 

9.79 

6.53 

4.90 

3.91 

11.98 

27 

12.26 

.16 

.84 

9.08 

6.06 

4.55 

3.64 

11.11 

28 

11.83 

.16 

.90 

8.45 

5.64 

4.22 

'3.38 

10.33 

29 

30 
31 
32 
33 

11.42 

11.04 
10.68 
10.34 
10.03 

.14 

.14 
.13 
.13 
.13 

.97 

1.04 
1.11 
1.18 
1.26 

7.88 

7.36 
6.89 
6.47 
6.08 

5.26 

4.91 
4.60 
4.31 
4.06 

3.94 

3.68 
3.44 
3.23 
3.04 

3.16 

2.94 
2.76 
2.59 
2.44 

9.63 

9.00 
8.43 
7.91 
7.44 

SAFE  LOADS  OF  STEEL  BEAMS. 


67 


15    STEEL.   X    BEA]>IS.— No.  522. 


LEAST  SECTION. 

Flange  width,   5.8 

Web  thickness,  45 

Area  in  square  inches,  14.51 

Resistance,  66.28 

Pounds  per  foot,  49.32 


GREATEST  SECTION. 

Flange  width,  5.95 

Web  thickness,  60 

Area  in  square  inches,  ....  16.76 

Resistance,  71.91 

Pounds  i)er  foot,  56.98 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  Avill  l>e  jV  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


V  ^) 

II 


:^ 
."^  "S? 

Addition  to  Safe 
Load  for  Lack  Pound 
per  Foot  Increase. 

Be/lection  in 
Inches. 

Greate 
Centres  ( 
Pis 

100 

Pounds 

^  Fool 

St  Distanc 
jf  Beams  o 
tributed  L 

150 

Pounds 

^Foot. 

e  in  Feet  1 
f  Least  Se 
oads  as  Bt 

200 

Pounds 

^Foot. 

between 
ction  for 
dow. 

250 
Pounds 

^FooL 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 

Foot  Increase  of  Beam. 

10 

31.98 

.42 

.10 

63.96 

41.60 

31.98 

25.58 

81.00 

11 

31.98 

.38 

.13 

58.14 

38.76 

29.07 

23.26 

66.94 

12 

30.37 

.35 

.16 

50.61 

33.74 

25.30 

20.24 

56.25 

13 

28.04 

.32 

.19 

43.13 

28.75 

21.67 

17.25 

47.92 

14 

26.03 

.30 

.23 

37.18 

24.78 

18.59 

14.87 

41.33 

15 

24.30 

.28 

.26 

32.40 

21.60 

16.20 

12.96 

36.00 

16 

22.78 

.25 

.30 

28.47 

18.98 

14.23 

11.39 

31.64 

17 

21.44 

.24 

.34 

25.22 

16.81 

12.61 

10.09 

28.03 

1  Q 

lo 

20.25 

.23 

.38 

1  nn 

lO.UU 

1 1 

Q  nn 
y.uu 

25.00 

19 

19!l8 

.22 

.42 

20.18 

13.45 

10.09 

8.07 

22.24 

20 

18.22 

.22 

.47 

18.22 

12.14 

9.11 

7.29 

20.25 

21 

17.36 

.20 

.51 

16.53 

11.02 

8.26 

6.61 

18.37 

22 

16.56 

.19 

.56 

15.05 

10.03 

7.52 

6.02 

16.74 

23 

15.85 

.18 

.61 

13.78 

9.18 

6.89 

5.51 

15.31 

24 

15.18 

.18 

.67 

12.65 

8.43 

6.32 

5.06 

14.06 

25 

14.58 

.16 

.72 

11.64 

7.76 

5.82 

4.65 

12.96 

26 

14.02 

.16 

.78 

10.78 

7.18 

5.39 

4.31 

11.98 

27 

13.50 

.16 

.84 

10.00 

6.66 

5.00 

4.00 

11.11 

28 

13.01 

.16 

.90 

9.25 

6.16 

4.63 

3.80 

10.33 

29 

30 
31 
32 
33 

12.57 

12.15 
11.75 
11.39 
11.04 

.14 

.14 
.13 
.13 
.13 

.97 

1.04 
1.11 
1.18 
1.26 

8.66 

8.10 
7.58 
7.12 
6.60 

5.77 

6.40 
5.05 
4.74 
4.45 

4.33 

4.05 
3.79 
3.56 
3.34 

3.46 

3.24 
3.03 
2.84 
2.67 

9.63 

9.00 
8.43 
7.91 
7.44 

68 


SAFE  LOADS  OF  STEEL  BEAMS. 


15"  STEEL   X   BEAMS.— No.  523. 


LEAST  SECTION.  GREATEST  SECTION. 


Flange  width,  

.  ,  6.85 

.  .  .75 

Area  in  square  inches,    .  .  . 

.  16.95 

Area  in  square  inches,  .  . 

.  .  20.70 

.  .  70.38 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  i%  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distance  Between 
Supports  in  Feet. 

Greatest  Safe  Load 

in  Net  Tons 
for  Least  Section.  , 

Addition  to  Safe  '. 
Load  for  Each  Pound  i 
per  Foot  Increase.  I 

Deflection  in 
Inches. 

Greate 
Centres  o 
Disi 

100 

Pounds 
per  Sq. 
Foot. 

St  Distance  in  Feet . 
f  Beams  of  Least  Sf 
ributed  Loads  as  B 

150     '  200 
Pounds  Pounds 
per  Sq.    per  Sq. 
Foot.  Foot. 

Between 
ction  for 
zlow. 

250 

2)er  Sq. 
Foot. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 
Foot  Increase  of  Beam. 

10 

38.67 

.42 

.10 

77.34 

51.56 

38.67 

30.94 

81.00 

11 

38.67 

.38 

.13 

70.30 

46.86 

35.15 

28.12 

66.94 

12 

35.67 

.35 

.16 

59.45 

39.63 

29.73 

23.78 

56.25 

13 

32.15 

.32 

.19 

49.46 

32.97 

24.73 

19.78 

47.92 

14 

30.57 

.30 

.23, 

43.67 

29.11 

21.84 

17.47 

41.33 

15 

28.53 

.28 

.26 

38.04 

25.36 

19.02 

15.22 

36.00 

16 

26.75 

.25 

.30 

33.43 

22.28 

16.72 

13.37 

31.64 

17 

25.18 

.24 

.34 

29.62 

19.74 

14.81 

11.85 

28.03 

18 

23.78 

.23 

.38 

26.42 

17.61 

13.21 

10.57 

25.00 

19 

22.53 

.22 

.42 

23!87 

15.91 

11.92 

9!55 

22.24 

20 

21.40 

.22 

.47 

21.40 

14.26 

10.70 

8.56 

20.25 

21 

20.38 

.20 

.51 

19.45 

12.96 

9.72 

7.78 

18.37 

22 

19.45 

.19 

.56 

17.68 

11.78 

8.84 

7.07 

16.74 

23 

18.61 

.18 

.61 

16.18 

10.78 

8.09 

6.47 

15.31 

24 

17.83 

.18 

.67 

14.85 

9.90 

7.42 

5.94 

14.06 

25 

17.12 

.16 

.72 

13.69 

9.12 

6.84 

5.48 

12.96 

26 

16.46 

.16 

.78 

12.66 

8.44 

6.33 

5.06 

11.98 

27 

15.85 

.16 

.84 

11.74 

7.82 

5.82 

.4.70 

11.11 

28 

15.28 

.16 

.90 

10.91 

7.27 

5.43 

4.36 

10.33 

29 

30 
31 
32 
33 

14.76 

14.26 
13.80 
13.37 
12.97 

.14 

.14 
.13 
.13 
.13 

.97 

1.04 
1.11 
1.18 
1.26 

10.17 

9.51 
8.90 
8.65 
7.86 

6.78 

6.34 
5.93 
5.76 
5.24 

5.08 

4.75 
4.45 
4.32 
3.93 

4.07 

3.80 
3.56 
3.46 
3.14 

9.63 

9.00 
8.43 
7.91 
7.44 

SAFE  LOADS  OF  STEEL  BEAMS. 


G9 


15"  STEEL.    I    BEAMS.— No.  524. 


LEAST  SECTION 

Flange  width,  

Web  thickness,  

Area  in  scjiiaie  inches,    .  . 

Resistance,  

Pounds  per  foot,  

Greatest  safe  load  in  net  tons  evenly  distributed,  including  l)eani  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Detlection  for  centre  load  will  be  j^o      the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


.  6.4 
.  .59 
.  20.5t 
.  9:}.93 
.  69.80 


GREATEST  SECTION. 

Flange  width,   6.71 

Web  thickness,  90 

Area  in  scjuare  inches,  ....  25.19 

Resistance,  lO-'i-Sf) 

Pounds  })er  foot,  85.64 


Between  \ 
in  Feet. 

afe  Load 
Tons 
Section. 

Addition  to  Safe 
Load  for  Each  Potind 
per  Foot  Increase. 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

Divide  by  Load  j)er  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 
Foot  Increase  of  Beam. 

II 

^-^^^ 
IS  <  « 

6 

100 

Pounds 
per  Sq. 
Foot. 

150 

Pounds 
per  Sq. 
Foot. 

200 

Pounds 
per  Sq. 
Foot. 

250 
Pounds 
per  Sq. 
Foot. 

— 

10 

11 

12 
13 

51.02 
46.96 
43.05 
39.74 

AO 

.4^ 
.38 
.35 
.32 

.10 
.13 
.16 
.19 

102.04 
85.38 
71.75 
61.13 

68.02 
56.92 
47.83 
40.75 

51.08 
42.69 
35.87 
30.56 

40.82 
34.15 
28.7 
24.45 

Qi  r\n 
66.94 
56.25 
47.92 

14 

Irk 

15 
16 
17 

0/^  on 
34.44 
32.28 
30.38 

.30 
.28 
.25 
.24 

.23 
.26 
.30 
.34 

45.92 
43.50 
35.74 

30.61 
29.00 
23.82 

22.96 
21.75 
17.87 

91  HQ 

18.37 
17.40 
14.30 

41.33 
36.00 
31.64 
28.03 

18 
19 
20 
21 

28.70 
26.61 
25.83 
24.60 

.23 
.22 
.22 
.20 

QQ 
.<DO 

.42 
.47 
.51 

31.98 
28.01 
25.83 
22.31 

21.32 
15.34 
17.22 
14.87 

15.99 
14.00 
12.91 
11.15 

12.79 
11.20 
10.33 
8.92 

25.00 
22.24 
20.25 
18.37 

22 
23 
24 
25 

23.48 
22.46 
21.52 
20.66 

.19 
.18 
.18 
.16 

.56 
.61 
.67 
.72 

21.34 
19.53 
17.92 
16.52 

14.22 
13.02 
11.74 
11.01 

10.67 
9.76 
8.96 
8.26 

8.54 
7.81 
7.17 
6.60 

16.74 
15.31 
14.06 
12.96 

26 
27 

28 

19.87 
19.13 
18.45 

.16 
.16 
.16 

.78 
.84 
.90 

15.28 
14.17 
13.17 

10.18 
9.44 

8.78 

7.64 
7.08 
6.58 

6.11 

5.67 
5.27 

11.98 
11.11 

10.33 

29 

17.81 

.14 

.97 

12.28 

8.18 

6.14 

4.91 

9.63 

30 
31 
32 
33 

17.22 
16.66 
16.14 
15.65 

.14 
.13 
.13 
.13 

1.04 
1.11 
1.18 
1.26 

11.48 
10.74 
10.08 
9.48 

7.65 
7.16 

6.72 
6..32 

5.74 
5.38 
5.04 
4.74 

4.59 
4.30 
4.03 
3.79 

9.00 
8.43 
7.91 
7.44 

70 


SAFE  LOADS  OF  STEEL  BEAMS. 


12''  STEEL 

X 

BEAMS.— No.  3. 

ILEAST  SECTION. 

GREATEST  SECTION. 

Flange  width,  

5.50 

Web  thickness,  

.65 

Area  in  square  inches,   .  .  . 

17.12 

Area  in  square  inches,  .  .  . 

.  18.92 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  j-q  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distance  Between 
Supports  in  Feet. 

Greatest  Safe  Load 

in  Net  To7is 
for  Least  Section, 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase.  ! 

Deflection  in 
Inches. 

Greater 
Centres  oj 
Dist 

100 

Pounds 
per  Sq. 
Foot. 

t  Distance 
f  Beams  o^ 
ributed  Lc 

150 

Pounds 
per  Sq. 
Foot. 

in  Feet . 
f  Least  Se 
ads  as  Be 

200 

Pounds 
per  Sq. 
Foot. 

Setween 
ction  for 
low. 

250 
Pounds 
per  Sq. 
Foot. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 
.  Foot  Increase  of  Beam. 

10 

35.03 

.34 

14 

70.06 

46.70 

35.03 

28.02 

fid  RH 

11 

3l!85 

!30 

!l7 

57.90 

38.60 

28.96 

23.16 

53.55 

12 

29.20 

.27 

.20 

48.66 

32.44 

24.34 

19.46 

45.00 

13 

26.94 

.25 

.24 

41.45 

27.64 

20.72 

16.58 

38.34 

14 

25.02 

.24 

.28 

35.75 

23.83 

17.87 

14.49 

33.06 

15 

23.35 

.23 

.32 

31.14 

20.76 

15.56 

12.46 

28.80 

16 

21.89 

.22 

.37 

27.36 

18.24 

13.68 

10.94 

25.31 

17 

20.60 

.21 

.42 

24.24 

16.16 

12.12 

10.68 

22.42 

18 

19.46 

.19 

.47 

21.62 

14.40 

10.81 

8.65 

20.00 

19 

18.43 

.18 

.53 

19.40 

12.94 

9.70 

7.76 

17.89 

20 

17.52 

.17 

.59 

17.52 

11.68 

8.76 

7.01 

16.20 

21 

16.68 

.16 

.65 

15.89 

10.60 

7.94 

6.36 

14.68 

22 

15.92 

.15 

.71 

14.47 

9.65 

7.24 

5.80 

13.39 

23 
24 
25 

26 
27 
28 
29 

30 
31 

32 
33 

15.23 
14.59 
14.02 

13.48 
12.97 
12.52 
12.08 

11.68 
11.30 
10.94 
10.62 

.14 
.14 
.13 

.13 
.12 
.12 
.12 

.11 
.11 
.11 
.10 

.77 
.84 
.91 

.98 
1.06 
1.14 
1.22 

1.30 
1.39 
1.50 
1.61 

13.24 
12.16 
11.21 

10.37 
9.61 
8.94 
8.33 

7.81 
7.30 
6.84 
6.43 

8.83 
8.11 
7.48 

6.91 
6.41 
5.96 
5.56 

5.18 
4.86 
4.56 
4.30 

6.62 
6.08 
5.60 

5.18 
4.81 
4.48 
4.16 

3.89 
3.65 
3.42 
3.22 

5.29 
4.86 
4.49 

4.15 
3.84 
3.58 
3.34 

3.11 
2.92 
2.74 
2.58 

12.25 
11.25 
10.37 

9.59 
8.88 
8.27 
7.71 

7.20 
6.74 
6.33 
5.95 

SAFE  LOADS  OF  STEEL  BEAMS. 


71 


12"  STEEL    I    BEAMS.— No.  4. 


LEAST  SECTION. 

Flange  width,  4.79 

Wei)  thickness,  4") 

Area  in  square  inches,    ....  12.03 

Kesistauce,  45.00 

Pounds  per  foot,  40.90 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  y^j  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


GREATEST  SECTION. 

Flange  width,  5.02 

Web  thickness,  68 

Area  in  square  inches,    ....  14.76 

Resistance,   51.12 

Pounds  per  foot,  50.18 


Distance  Between  i 
/Supports  in  Feet.  1 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section.  j 

1  . 

§ 

Deflection  in 
Inches. 

Greaies 
Centres  c 
Dist 

100 
Pounds 
per  Sq. 
Foot. 

t  Distance 
f  Beams  o 
ributed  Li 

150 

Pounds 
per  Sq. 
Foot. 

in  Feet  . 
/  Lea^t  Sc 
'ads  as  B( 

200 
Pounds 
per  Sq. 
Foot. 

Between 
ction  for 
low. 

250 
Pounds 
per  Sq. 
Foot. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor-  \ 
responding  Distance 
for  Each  Pound  per 
Foot  Increase  of  Beam. 

10 

25.54 

.34 

.14 

51.07 

34.04 

25.54 

20.42 

64.80 

11 

23.22 

.30 

.17 

42.22 

28.14 

21.11 

16.88 

53.55 

12 

21.28 

.27 

.20 

35.46 

23.64 

17.74 

14.18 

45.00 

13 

19.64 

.25 

.24 

30.22 

20.15 

15.11 

12.08 

38.34 

14 

18.24 

.24 

.28 

26.05 

17.38 

13.03 

10.42 

33.06 

15 

17.03 

.23 

.32 

22.70 

15.13 

11.35 

9.09 

28.80 

16 

15.96 

.22 

.37 

19.94 

13.30 

9.97 

7.98 

25.31 

17 

15.02 

.21 

.42 

17.68 

11.78 

8.83 

7.07 

22.42 

18 

14.18 

.19 

.47 

15.76 

10.51 

7.88 

6.30 

20.00 

19 

13.44 

.18 

.53 

14.15 

9.43 

7.07 

5.66 

17.89 

20 

12.77 

.17 

.59 

12.77 

8.51 

6.38 

5.11 

16.20 

21 

12.16 

.16 

.65 

11.58 

7.72 

5.78 

4.63 

14.68 

22 

11.60 

.15 

.71 

10.55 

7.03 

5.28 

4.22 

13.39 

23 
24 
25 

26 
27 
28 
29 

30 
31 
32 
33 

11.10 
10.64 
10.21 

9.82 
9.46 
9.12 
8.81 

8.51 
8.23 
7.98 
7.74 

.14 
.14 
.13 

.13 
.12 
.12 
.12 

.11 
.11 
.11 
.10 

.77 
.84 
.91 

.98 
1.06 
1.14 
1.22 

1.30 
1.39 
1.50 
1.61 

9.65 
8.87 
8.17 

7.55 
7.01 
6.52 
6.07 

5.68 
5.32 
4.99 
4.69 

6.43 
5.92 
5.45 

5.03 
4.67 
4.34 
4.04 

3.78 
3.54 
3.32 
3.13 

4.82 
4.44 
4.08 

3.78 
3.50 
3.25 
3.04 

2.83 
2.65 
2.50 
2.34 

3.86 
3.55 
3.26 

3.02 
2.80 
2.60 
2.42 

2.27 
2.12 
1.99 
1.87 

12.25 
11.25 
10.37 

9.59 
8.88 
8.27 
7.71 

7.20 
6.74 
6.33 
5.95 

72 


SAFE  LOADS  OP  STEEL  BEAMS. 


12'  STEEL.   I    BEAMS,— No.  515. 


LEAST  SECTION. 

Flange  width,   5.00 

Web  thickness,  35 

Area  in  square  inches,  9.01 

Resistance,  34.65 

Pounds  per  foot,  30.63 


GREATEST  SECTION. 

Flange  width,  5.18 

Web  thickness,  53 

Area  in  square  inches,  .  .  .  .11.24 

Resistance,  38.96 

Pounds  per  foot,  38.21 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jtj  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distance  Between 
Supports  in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greate 
Centres  c 
Dis 

100 

Pounds 
per  Sq. 
Foot. 

si  Distanc 
)f  Beams  q 
tributed  L 

150 
Pounds 
per  Sq. 

Foot. 

3  in  Feet  1 
f  Least  Se 
oad  as  Be 

200 

Pounds 
per  Sq. 
Foot. 

'between 
ction  for 
low. 

250 
Pounds 
per  Sq. 
Foot. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 

Foot  Increase  of  Beam. 

10 

19.40 

.34 

.14 

38.81 

25.87 

19.40 

15.53 

64.80 

11 

17.64 

.30 

.17 

32.08 

21.38 

16.03 

12.83 

53.55 

12 

16.18 

.27 

.20 

26.96 

17.97 

13.48 

10.79 

45.00 

13 

14.93 

.25 

.24 

22.97 

15.31 

11.48 

9.19 

38.34 

14 

13.86 

.24 

.28 

19.80 

13.20 

9.90 

7.90 

33.06 

15 

12.94 

.23 

.32 

17.24 

11.50 

8.63 

6.90 

28.80 

16 

12.13 

.22 

.37 

15.17 

10.12 

7.58 

6.07 

25.31 

17 

11.41 

.21 

.42 

13.43 

8.95 

6.71 

5.38 

22.42 

18 

10.78 

.19 

.47 

11.98 

7.98 

5.99 

4.79 

20.00 

19 

10.21 

.18 

.53 

10!75 

7!l6 

5.38 

4.30 

17.89 

20 

9.71 

.17 

.59 

9.71 

6.47 

4.86 

3.89 

16.20 

21 

9.24 

.16 

.65 

8.80 

5.87 

4.40 

3.62 

14.68 

22 

8.82 

.15 

.71 

8.02 

5.34 

4.01 

3.20 

13.39 

23 
24 
25 

26 
27 
28 
29 

30 
31 
32 
33 

8.44 
8.09 
7.76 

7.46 
7.19 
6.94 
6.70 

6.47 
6.26 
6.06 
5.88 

.14 
.14 
.13 

.13 
.12 
.12 
.12 

.11 
.11 
.11 
.10 

.77 
.84 
.91 

.98 
1.06 
1.14 
1.22 

1.30 
1.39 
1.50 
1.61 

7.33 
6.74 
6.22 

5.74 
5.33 
4.96 
4.62 

4.31 
4.04 
3.79 
3.56 

4.90 
4.49 
4.14 

3.83 
3.55 
3.30 
3.08 

2.88 
2.69 
2.52 
2.38 

3.67 
3.37 
3.11 

2.87 
2.66 
2.47 
2.30 

2.16 
2.02 
1.90 
1.78 

2.94 
2.70 
2.48 

2.29 
2.12 
1.98 
1.85 

1.73 
1.62 
1.51 
1.43 

12.25 
11.25 
10.37 

9.59 
8.88 
8.27 
7.71 

7.20 
6.74 
6.33 
5.95 

SAFK  LOADS  OF  STEEL  BEAMS. 


73 


12'  STEEL   I    BEAMS.— No.  510. 


LEAST  SECTION. 

Flange  width,  5.5 

Web  thickness,  40 

Area  in  Sijuare  inches,    .  .  .  .11.95 

Resistance,  45.81 

Pounds  per  foot,  40.63 


GREATEST  SECTION. 

Flange  width,  5.7 

Web  thickness,  60 

Area  in  sciuare  inches,   ....  14.35 

Resistance,  60.61 

Pounds  per  foot,  29.32 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be      of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  detlection  is  excessive. 


1     Distance  Betiveen  1 
Supports  in  Feet.  \ 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

w 

Greater 
Centres  0 
Dist 

100 

Pounds 
per  Sq. 
Foot. 

t  Distance  in  Feet  L 
f  Beams  of  Least  Se 
ributed  Loads  as  Bi 

150     1  200 
Pounds  Pounds 
per  Sq.  \  per  Sq. 
Foot.  F^oot. 

etween 
ction  for 
low. 

250 
Pounds 
per  Sq. 
Foot. 

Divide  hi/  Load  per  Sq. 
Foot  and  Add  fo  Cor- 
respond imj  Distance 
for  Each  Pound  per 

Foot  Increase  of  Beam. 

10 

24.75 

.34 

.14 

49.50 

33.00 

24.75 

19.80 

64.80 

11 

22.90 

.30 

.17 

41.63 

27.75 

20.82 

16.55 

53!55 

12 

20.99 

.27 

.20 

34.98 

23.32 

17.49 

13.99 

45.00 

13 

19.38 

.25 

.24 

29.81 

19.87 

14.92 

11.92 

38.34 

14 

17.99 

.24 

.28 

25.70 

17.13 

12.85 

10.28 

33.06 

15 

16.79 

.23 

.32 

22.38 

14.92 

11.19 

8.95 

28.80 

16 

15.74 

.22 

.37 

19.05 

12.70 

9.53 

7.62 

25.31 

17 

14.82 

.21 

.42 

17.43 

11.62 

8.72 

6.97 

22.42 

18 

13.99 

.19 

.47 

15.54 

10.36 

7.77 

6.21 

20.00 

19 

13.26 

.18 

.53 

13.95 

9.30 

6.98 

5.58 

17.89 

20 

12.59 

.17 

.59 

12.59 

8.39 

6.29 

5.13 

16.20 

21 

11.99 

.16 

.65 

11.41 

7.60 

5.71 

4.56 

14.68 

22 

11.45 

.15 

.71 

10.40 

6.93 

5.20 

4.16 

13.39 

23 
24 
25 

26 
27 
28 
29 

30 
31 
32 
33 

11.38 
10.49 
10.07 

9.69 
9.33 
8.99 
8.69 

8.40 
8.I12 
7.87 
7.63 

.14 
.14 
.13 

.13 
.12 
.12 
.12 

.11 
.11 
.11 
.10 

.77 
.84 
.91 

.98 
1.06 
1.14 
1.22 

1.30 
1.39 
1.50 
1.61 

9.90 
8.74 
8.05 

7.46 
6.91 
6.42 
5.99 

5.60 
5.24 
4.91 
4.62 

6.G0 
5.82 
5.36 

4.97 
4.60 
4.28 
4.00 

3.73 
3.49 
3.27 
3.08 

4.95 
4.37 
4,02 

3.73 
3.45 
3.21 
2.99 

2.80 
2.G2 
2.45 
2.31 

8.96 
3.49 
3.22 

2.98 
2.76 
2.56 
2.39 

2.24 
2.09 
1.96 
1.84 

12.25 
11.25 
10.37 

9.59 
8.88 
8.27 
7.71 

7.20 
6.74 
6.33 
5.95 

74 


SAFE  LOADS  OF  STEEL  BEAMS. 


■I. 

BEA3IS.— No.  5. 

LEAST  SECTION. 

GREATEST  SECTION. 

18  53 

Area  iu  square  inches,   .  .  . 

.  16.16 

4r>  21 

40  00 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  tabular  deflection. 

Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distance  Between 
Supports  in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

•2  ^ 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Load  as  Below. 

^  ss 

r 

100 

Pounds 
per  Sq. 
Foot. 

150 

Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 
Pounds 
per  Sq. 

Foot. 

10 
11 
12 
13 

25.88 
23.52 
21.56 
19.91 

.29 
.26 
.24 
.22 

.17 
.20 
.24 
.28 

Ol.  /  1 

42.77 
35.94 
30.62 

28.51 
23.96 
20.42 

9*^  ftp 

21.38 
17.98 
15.31 

Of)  71 

17.10 
14.38 
12.25 

56.70 
46.86 
39.38 
33.55 

14 
15 
16 
17 

18.48 
17.26 
16.18 
15.23 

.20 
.19 
.18 
.17 

.32 
.37 
.42 
.48 

26.40 
23.00 
20.22 
17.92 

17.60 
15.34 
13.48 
11.94 

13.20 
11.51 
10.12 
8.95 

10.56 
9.20 
8.09 
7.16 

28.93 
25.20 
22.15 
19.62 

18 
19 

14.38 
13.62 

.16 
.15 

.54 
*60 

15.97 
14.34 

10.64 

9.55 

7.99 
7.16 

6.38 
5.74 

17.50 
15!71 

20 
21 

12.94 
12.32 

.14 
.14 

.67 
.74 

12.94 
11.74 

8.63 
7.82 

6.47 
5.87 

5.17 
4.69 

14.18 
12.86 

22 
23 
24 
25 

11.76 
11.26 
10.79 
10.36 

.13 
.13 
.12 
.12 

.81 
.89 
.97 
1.05 

10.69 
9.79 
8.99 
8.28 

7.13 
6.53 
5.99 
5.52 

5.34 
4.90 
4.50 
4.14 

4.27 
3.91 
3.60 
3.31 

11.72 
10.72 
9.84 
9.07 

26 
27 
28 
29 

9.95 
9.59 
9.24 
8.93 

.11 
.11 
.11 
.10 

1.14 
1.22 
1.32 
1.42 

7.66 
7.10 
6.60 
6.16 

5.10 
4.74 
4.40 
4.10 

3.83 
3.55 
3.30 
3.08 

3.06 
-  2.84 
2.64 
2.46 

8.39 
7.78 
7.23 
6.74 

30 
31 
32 
33 

8.63 
8.35 
8.09 
7.85 

.10 
.09 
.09 
.08 

1.52 
1.62 
1.72 
1.83 

5.75 
5.39 
5.05 
4.75 

3.84 
3.59 
3.37 
3.17 

2.88 
2.70 
2.53 
2.38 

2.30 
2.16 
2.03 
1.91 

6.30 
5.90 
5.54 
5.21 

SAFE  LOAns  OF  STEEL  BEAMS. 


75 


10^^2"  STEELi 

X 

BEAMS.— No.  5^2. 

LEAST  SECTION. 

GREATEST  SECTION. 

Flange  width,  

487 

Area  in  square  inches,    .  .  . 

.  10.96 

87  2G 

.  4G.16 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  .of  the  tabular  load. 
Detiection  for  centre  load  will  be  y'ly  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Dutance  Between 
Support.s  in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

1  . 

"11 

l!^ 

— 

.29 

.^D 
OA 
99 

.20 

1Q 

1ft 

17 
.1/ 

.10 

.15 

Deflection  in  \ 
Inches. 

Greatest  Distance  in  Feet  Between 
Centres  of  Btams  of  LeaM  Section  for 
Distributed  Loads  as  Belou: 

100 
Pounds 
per  Sq. 

Foot. 

150 

Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 
Pounds 
per  Sq. 
Fool. 

in 

11 

12 
13 

14 

15 
16 
17 

18 
19 

91  ni 
19.10 
17.51 
16.16 

15.01 
14.00 
13.09 
12.36 

11.68 
11.06 

17 
.20 
.24 
.28 

.32 
.37 
.42 
.48 

.54 
.60 

42.02 
34.74 
29.18 
24^81 

21.44 
18^67 
16.42 
14.54 

12.97 
11.65 

28.02 
23.16 
19.45 
16.58 

14.29 
12^44 
10.94 
9.70 

8.65 
7.76 

21.01 
17.36 
14.59 
12.43 

10.73 
9!34 
8.21 
7.27 

6.49 
5.82 

16.81 
13.90 
11.68 
9.95 

ft  f^ft 

O.iJO 

7.46 
6.56 
5.82 

5.18 
4.66 

20 

10.50 

.14 

.67 

10.50 

7.00 

5.26 

4.20 

21 

10.01 

.14 

.74 

9.53 

6.36 

4.76 

3.82 

22 

9.55 

.13 

.81 

8.69 

5.78 

4.34 

3.47 

23 

9.13 

.13 

.89 

7.94 

5.29 

3.97 

3.18 

24 

8.76 

.12 

.97 

7.30 

4.87 

3.65 

2.92 

25 

8.40 

.12 

1.05 

6.72 

4.48 

3.3G 

2.69 

26 

8.08 

.11 

1.14 

6.22 

4.14 

3.11 

2.48 

27 

7.78 

.11 

1.  22 

5.76 

3.84 

2.88 

2.30 

28 

7.50 

.11 

1.32 

5.35 

3.58 

2.68 

2.15 

29 

7.25 

.10 

1.42 

5.00 

3.34 

2.50 

2.00 

30 

7.01 

.10 

1.52 

4.67 

3.12 

2.34 

1.87 

31 

6.78 

.09 

1.62 

4.38 

2.92 

2.18 

1.75 

32 

6.56 

.09 

1.72 

4.10 

2.74 

2.05 

1.64 

33 

6.37 

.08 

1.83 

3.86 

2.58 

1.93 

1.55 

r*^         O  S 


76  SAFE  LOADS  OF  STEEL  BEAMS. 


10^''  STEEL    31  BEAMS.— No,  6. 


LEAST  SECTION. 

Flange  width,  4.50 

Web  thickness,  35 

Area  in  square  inches,   ....  9.00 

Resistance,  31.15 

Founds  per  foot,  30.60 


GREATEST  SECTION. 

Flange  width,   4.68 

Web  thickness,  53 

Area  in  square  inches,  ....  10.89 

Resistance,  34.40 

Pounds  per  foot,  37.03 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq     the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distance  Between 
Supports  in  Feet. 

Greatest  Safe  Load 

in  Net  Tons 
for  Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

100          150          200  250 
Pounds  :  Pounds    Pounds  Pounds 
per  Sq.  1  per  Sq.     per  Sq.     per  Sq. 
Foot.       Foot.        Foot.  Foot. 

#  i  V 

10 

17.45 

.29 

.17 

34.90 

23.27 

17.45 

13.96 

56.70 

11 

15.85 

.26 

.20 

28.82 

19.21 

14.41 

11.53 

46.86 

12 

14.53 

.24 

.24 

24.22 

16.15 

12.11 

9.68 

39.38 

13 

13.42 

.22 

.28 

20.64 

13.76 

10.32 

8.26 

33.55 

14 

12.46 

.20 

.32 

17.80 

11.87 

8.89 

7.12 

28.93 

15 

11.63 

.19 

.37 

15.50 

10.33 

7.75 

6.20 

25.20 

16 

10.91 

.18 

.42 

13.63 

9.10 

6.82 

5.46 

22.15 

17 

10.26 

.17 

.48 

12.07 

8.05 

6.04 

4.82 

19.62 

18 

9.70 

.16 

.54 

10.78 

7.19 

5.39 

4.31 

i  /.OU 

19 

9.18 

.15 

.60 

9.66 

6.44 

4.84 

3.86 

15.71 

20 
21 

22 
23 
24 
25 

26 
27 
28 
29 

30 
31 
32 
33 

8.72 
8.30 

7.93 
7.58 
7.27 
6.97 

6.71 
6.46 
6.23 
6.01 

5.82 
5.63 
5.45 
5.28 

.14 
.14 

.13 
.13 
.12 
.12 

.11 
.11 
.11 
.10 

.10 
.09 
.09 
.08 

.07 
.74 

.81 
.89 
.97 
1.05 

1.14 
1.22 
1.32 
1.42 

1.52 
1.62 
1.72 
1.83 

8.72 
7.91 

7.21 
6.60 
6.06 
5.58 

5.16 
4.79 
4.45 
4.15 

3.88 
3.64 
3.41 
3.20 

5.82 
5.27 

4.81 
4.39 
4.04 
3.72 

3.44 
3.19 
2.96 
2.76 

2.59 
2.42 
2.27 
2.14 

4.37 
3.96 

3.60 
3.30 
3.04 
2.78 

2.58 
2.39 
2.22 
2.08 

1.94 
1.81 
1.70 
1.60 

3.49 
3.17 

2.88 
2.64 
2.42 
2.23 

2.06 
1.91 
1.78 
1.66 

1.55 
1.45 
1.37 
1.28 

14.18 
12.86 

11.72 
10.72 
9.84 
9.07 

8.39 
7.78 
7.23 
6.74 

6.30 
5.90 
5.54 
5.21 

SAFE  LOADS  OF  STEEL  BEAMS. 


77 


10"  STEEL   IE    BEA3IS.— No,  7. 


LEAST  SECTION. 

Flange  width,  4.63 

Wt'l.  thickness,  50 

Area  in  square  inches,    .  .  .  .11.25 

Resistance,  34.S7 

I'ounds  i>er  foot,  38.25 


GREATEST  SECTION. 

Flange  width,  4.88 

Web  thickness,  75 

Are;\  in  s(iuare  inches,   ....  13.75 

Kesistance,   39.04 

Pounds  i)er  foot,  40.75 


Greiitest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  l)eam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


1  5^ 

Addition  to  S(tl> 
Load  for  Each  PiHiml 
per  Foot  Incrmat.  i 

?£  =c 
."^  i 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Lea^t  Section  for 
Distributed  Loads  as  Below. 

^  ^  :q 

-i  <  $ 
^ 

100 
Pounds 
per  Sq. 
Foot. 

150 

Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 
Pounds 
per  Sq. 
Foot. 

^-^  S 

•13  111 

10 
11 
12 
13 

19.52 
17.75 
16.27 
15.02 

.28 

.25 
.23 
.21 

.18 

.21 
.25 
.30 

39.05 
32.27 
27.12 
23.11 

26.03 
21.52 
18.08 
15.41 

19.52 
16.14 
13.56 
11.56 

12.89 
10.85 
9.24 

54.00 
44.64 
37.50 
31.95 

14 
15 
16 
17 

13.94 
13.02 
12.20 
11.48 

.20 
.19 
.18 
.17 

.35 
.40 
.45 
.51 

19.92 
17.36 
15.25 
13.51 

13.28 
11.57 
10.18 
9.01 

9.96 
8.68 
7.63 
6.76 

7.97 
6.95 
6.11 
5.40 

27.55 
24.00 
21.09 
18.69 

18 

10.85 

.16 

.57 

12.05 

8.04 

6.02 

4.82 

16.67 

19 
20 
21 

10.27 
9.77 
9.30 

.15 
.14 
.13 

.U4 
.71 
.78 

10.81 
9.77 
8.86 

7.21 
6.52 
5.90 

5.41 
4.88 
4.43 

4.32 
3.91 
3.54 

14.96 
13.50 
12.25 

22 
23 
24 
25 

8.88 
8.48 
8.14 
7.81 

.13 
.12 
.12 
.11 

.85 
.93 
1.01 
1.10 

8.08 
7.38 
6.78 
6.25 

5.38 
4.92 
4.52 
4.16 

4.03 
3.68 
3.49 
3.12 

3.23 
2.95 
2.71 
2.50 

11.16 
10.21 
9.37 
8.64 

26 
27 

28 
29 

7.51 
7.24 
6.97 
6.73 

.11 
.11 
.10 
.10 

1.19 
1.28 
1.38 
1.48 

5.78 
5.46 
4.98 
4.64 

3.75 
3.58 
3.32 
3.10 

2.89 
2.68 
2.50 
2.32 

2.32 
2.15 
1.99 
1.86 

7.99 
7.41 
6.89 
6.42 

30 
31 
32 
33 

6.50 
6.30 
6.11 
5.92 

.09 
.09 
.08 
.08 

1.58 
1.69 
1.80 
1.92 

4.33 
4.07 
3.82 
3.59 

2.89 
2.71 
2.54 
2.39 

2.17 
2.03 
1.91 
1.79 

1.74 
1.62 
1.52 
1.43 

6.00 
5.62 
5.27 
4.96 

78 


SAFE  LOADS  OF  STEEL  BEAMS. 


10    STEEL   31   BEA]>IS.— No.  8. 


LEAST  SECTION. 

Flange  width,  4.38 

WeV)  thickness,  35 

Area  in  square  inches,    ....  9.14 

Resistance,  30.23 

Pounds  per  foot,  31.07 


GREATEST  SECTION. 

Flange  width,  4.53 

Web  thickness,  50 

Area  in  square  inches,   ....  10.64 

Resistance,   32.72 

Pounds  per  foot,  36.17 


Greatest  safe  load  in  net  tons  evenly  distributed, including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  oue-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


111 


16.93 
15.38 
14.11 
13.02 

12.10 
11.28 
10.58 
9.96 

9.41 


.28 
.25 
.23 
.21 

.20 
.19 
.18 
.17 

.16 


.18 
.21 
.25 
.30 

.35 
.40 
.45 
.51 

.57 


Greatest  Distance  in  Feet  Between 
Centres  of  Bexinis  of  Least  Section  for 
Distributed  Loads  as  Below. 


100 
Pounds 
per  Sq. 
Foot. 


33.86 
27.97 
23.52 
20.03 

17.28 
15.04 
13.24 
11.71 

10.45 


150 

Pounds 
per  Sq. 
Foot. 


I 


22.57 
18.65 
15.68 
13.36 

11.52 
10.03 
8.82 
7.81 

6.97 


200 
Pounds 
per  Sq. 
Foot. 


16.93 
13.98 
11.76 
10.02 

8.64 
7.52 
6.61 
5.86 

5.23 


250 
Pounds 
per  Sq. 
Foot. 


13.55 
11.18 
9.41 
8.02 

6.91 
6.01 
5.29 
4.69 

4.18 


8.90 
8.46 
8.06 

7.69 
7.36 
7.04 
6.77 

6.52 
6.26 
6.05 
5.83 

5.64 
5.46 
5.29 
5.12 


.15 
.14 
.13 

.13 
.12 
.12 
.11 

.11 
.11 
.10 
.10 

.09 
.09 
.08 
.08 


.64 
.71 


.85 
.93 
1.01 
1.10 

1.19 
1.28 
1.38 
1.48 

1.58 
1.69 
1.80 
1.92 


9.37 
8.46 
7.68 

7.00 
6.40 
5.87 
5.41 

5.02 
4.64 
4.32 
4.02 

3.76 
3.53 
8.31 
3.11 


6.25 
5.64 
5.12 

4.66 
4.26 
3.91 
3.61 

3.34  I 
3.10 
2.88 
2.68 

2.51 
2.35 
2.21 
2.08 


4.69 
4.24 
3.84 

3.49 
3.20 
2.94 
2.71 

2.51 
2.32 
2.16 
2.02 

1.88 
1.76 
1.66 
1.55 


3.74 
3.38 
3.07 

2.80 
2.56 
2.35 
2.16 

2.00 
-1.86 
1.73 
1.61 

1.50 
1.40 
1.32 
1.25 


SAFE  LOADS  OF  STEEL  BEAMS. 


79 


10    STEEL   I    BEAMS.— No.  511. 


LEAST  SECTION.  GREATEST  SECTION. 


Flange  width,  

.  .  4.70 

Area  in  square  iuches,  . 

Area  in  square  inches,  . 

.  .  8.83 

.  .  .  23.21 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Detlection  for  centre  load  will  be  j'o  of  the  tabular  deflection. 


Behveen 
in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  S<if> 
Load  for  Each  found 
per  Foot  Increase,  i 

S  CO 

Greatest  DiMance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

Divide  by  Load  per  Sq. 

Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 

Foot  Increase  of  Beam. 

it 

100 
Pounds 
per  Sq. 
Foot. 

150 

Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 
Pounds 
per  Sq. 
Foot. 

10 
11 
12 
13 

12.59 
11.44 
10.49 
9.68 

.28 
.25 
.23 
.21 

.18 
.21 
.25 
.30 

25.18 
20.80 
17.48 
14.89 

16.79 
15.26 
11.66 
9.93 

12.59 
10.40 
8.74 
7.45 

10.07 
8.32 
6.99 
5.96 

54.00 
44.64 
37.50 
31.95 

14 
15 
16 
17 

8.99 
8.39 
7.87 
7.41 

.20 
.19 
.18 
.17 

.35 
.40 
.45 
.51 

12.84 
11.19 
9.84 
8.72 

8.56 
7.46 
6.56 
5.81 

6.42 

5.60 
4.92 
4.36 

5.14 
4.47 
3.94 
3.49 

27.55 
24.00 
21.09 
18.69 

18 

6.99 

.16 

.57 

1.11 

5.18 

3.88 

3.11 

16.67 

19 
20 
21 

6.63 
6.29 
5.99 

.15 
.14 
.13 

.64 
.71 
.78 

6.98 
6.29 
5.70 

4.65 
4.19 
3.80 

3.49 
3.15 
2.85 

2.79 
2.52 
2.28 

14.96 
13.50 
12.25 

22 
23 
24 
25 

5.72 
5.47 
5.25 
5.04 

.13 
.12 
.12 
.11 

.85 
.93 
1.01 
1.10 

5.20 
4.76 
4.38 
4.00 

3.47 
3.17 
2.92 
2.69 

2.60 
2.:58 
2.19 
2.00 

2.08 
1.90 
1.75 
1.61 

11.16 
10.21 
9.37 
8.64 

26 
27 
28 
29 

4.84 
4.66 
4.49 
4.34 

.11 
.11 
.10 
.10 

1.19 
1.28 
1.38 
1.48 

3.73 
3.45 
3.21 
2.99 

2.48 
2.30 
2.14 
2.00 

1.87 
1.73 
1.61 
1.50 

1.49 
1.38 
1.28 
1.20 

7.99 
7.41 
6.89 
6.42 

30 
31 
32 
33 

1 

4.20 
4.06 
3.93 
3.81 

.09 
.09 
.08 
.08 

1.58 
1.69 
1.80 
1.92 

2.80 
2.62 
2.46 
2.31 

1.87 
1.75 
1.64 
1.54 

1.40 
1.31 
1.23 
1.16 

1.12 
l.Oo 
.98 
.92 

6.00 
5.62 
5.27 
4.96 

80 


SAFE  LOADS  OF  STEEL  BEAMS. 


9    STEEL    I    BEA]>IS.— No.  9. 


LEAST  SECTIO. 

Flange  width,   4.75 

Web  thickness,  41 

Area  in  square  inches,  9.28 

Resistance,  27.10 

Pounds  per  foot,  31.55 


GREATEST  SECTION. 

Flange  width,  4.94 

Web  thickness,  6 

Area  in  square  inches,   ....  10.99 

Resistance,  29.66 

Pounds  per  foot,  37.36 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beiim  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Bekveen 
in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Jjoadf)!-  I'Atch  Pound 
per  Foot  Jucrease. 

o  ^ 

Gi-eatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

^  ^  ^  o» 

lll^l 

II 

11 

100 

Pounds 
per  Sq. 
Foot. 

150 
Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  JSq. 

Foot. 

250 
Pounds 
per  iSq. 
Foot. 

8 
9 
10 
11 

18.97 
16.86 
15.18 
13.80 

.31 
.28 
.25 
.23 

.12 
.15 
.19 
.23 

47.44 

37.46 
30.36 
25.09 

31.62 
24.97 
20.24 
16.73 

23.71 
18.73 
15.18 
12.54 

18.97 
14.99 
12.14 
10.03 

75.94 

60.00 
48.60 
40.17 

12 

14 
15 

12.65 
11.68 
10.84 
10.12 

.20 
.19 
.18 
.17 

.28 
.33 
.38 
.44 

21.08 

1  7  Q^^ 

1  /  .yo 
15.48 
13.49 

14.05 
ii.yo 
10.32 
8.99 

10.54 

P  QQ. 

o.yo 
7.74 
6.74 

8.44 

7  1  Q 

6.19 
5.40 

33.75 
28.76 
24.80 
21.67 

16 
17 

9.48 
8.93 

.16 
.15 

.50 
.56 

11.86 
10.50 

7.90 
7.01 

5.93 
5.26 

4.74 
4.20 

18.98 
16.82 

18 
19 

8.44 
7.99 

.14 
.13 

.63 
.70 

9.3 
8.41 

6.25 
5.60 

4.69 
4.21 

3.74 
3.36 

15.00 
13.46 

20 
21 
22 

23 

7.58 
7.22 
6.90 
6.60 

.12 
.12 
.11 
.11 

.78 
.86 
.94 
1.03 

7.58 
6.88 
6.28 
5.74 

5.05 
4.58 
4.18 
3.83 

3.79 
3.44 
3.13 
2.87 

3.04 
2.75 
2.51 
2.29 

12.15 
11.02 
10.04 
9.19 

24 
25 
26 
27 

6.32 
6.07 

5.83 
5.62 

.11 
.10 
.10 

.09 

1.12 
1.22 
1.32 
1.42 

5.27 
4.86 
4.49 
4.16 

3.52 
3.24 
2.99 
2.77 

2.(>4 
2.42 
2.25 
2.08 

2^1 
1.94 
1.80 
1.67 

8.44 
7.76 
7.19 
6.67 

28 
29 
30 
31 

5.42 
5.23 
5.06 
4.90 

.09 
.08 
.08 
.07 

1.53 
1.64 
1.76 
1.88 

3.88 
3.61 
3.37 
3.16 

2.58 
2.40 
2.24 
2.10 

1.93 
1.80 
1.69 
1.58 

1.55 
1.44 
1.34 
1.26 

6.19 
5.78 
5.40 
5.06 

SAFE  LOADS  OF  STEEL  BEAMS. 


81 


9    STEEL    ni    BEAMS.— No.  10. 


LEAST  SECTION. 

I-Man^o  width,   4.25 

thickiK'ss,  31 

Au'a  in  S(}uaio  inches,    .  .  .  .  7.18 

Kosistance,  21.48 

Pounds  per  lout,  24.41 


GREATEST  SECTION. 

Flange  width,  4.14 

Web  thickness,  50 

Area  in  siiuare  inches,   .  .  .  .  8. 89 

Kesistauce,  24.05 

Pounds  per  foot  30.22 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
I\)r  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  j^o  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  dellection  is  excessive. 


,^ 

c  . 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

100 
Pounds 
per  Sq. 
Foot. 

Pounds 
per  Sq. 
Fool. 

zuu 

Pounds 
per  Sq. 
Foot. 

250 
Pounds 
2)er  Sq. 
Foot. 



8 

9 
10 
11 

12 
13 
14 
15 

16 
17 

14.73 
13.37 
12.02 
10.93 

10.02 
9.25 
8.59 
8.02 

7.52 
7.08 

.28 
.25 
.23 

.20 
.19 
.18 
.17 

.16 
.15 

19 

.15 
.19 
.23 

.28 
.33 
.38 
.44 

.50 
.56 

37.50 
29.71 
24.05 
19.87 

16.70 
14!23 
12.28 
10.69 

9.41 
8.33 

25.00 
19.80 
16.03 
13.25 

11.14 
9!49 
8.18 
7.13 

6.28 
5.56 

18.76 
14.86 
12.02 
9.94 

8.35 
7!l2 
6.13 
5.34 

4.70 
4.16 

15.00 
11.88 
9.62 
7.96 

6.68 
5.69 
4.91 
4.27 

3.77 
3.34 

18 

G.G8 

.14 

.63 

7.43 

4.96 

3.71 

2.98 

19 

6.34 

.13 

.70 

6.67 

4.45 

3.34 

2.66 

20 

6.01 

.12 

.78 

6.01 

4.01 

3.01 

2.40 

21 

5.72 

.12 

.86 

5.45 

3.64 

2.72 

2.18 

22 

5.47 

.11 

.94 

4.98 

3.31 

2.48 

1.99 

23 

5.23 

.11 

1.03 

4.55 

3.04 

2.27 

1.82 

24 

5.02 

.11 

1.12 

4.18 

2.78 

2.09 

1.67 

25 

4.81 

.10 

1.22 

3.85 

2.57 

1.92 

1.54 

26 

4.63 

.10 

1.32 

3.56 

2.38 

1.78 

1.43 

27 

4.45 

.09 

1.42 

3.30 

2.20 

1.64 

1.32 

28 

4.30 

.09 

1.53 

3.07 

2.04 

1.54 

1.22 

29 

4.15 

.08 

1.64 

2.87 

1.91 

1.43 

1.14 

30 

4.01 

.08 

1.76 

2.68 

1.78 

1.33 

1.07  ' 

31 

3.88 

.07 

1.88 

2.50 

1.67 

1.25 

1.00 

82  SAFE  LOADS  OF  STEEL  BEAMS. 


9    STEEL    ni   BEAMS.— No.  509. 


LEAST  SECTION. 

4.30 

GREATEST  SECTION. 

Flange  width,   4. 46 

Web  thickness,  44 

Area  in  square  inches,  ....  7,41 

Resistance,  20.11 

Pounds  per  foot,  25.19 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distance  Betireen 
Supports  in  Feet. 

Greatest  Safe  Load 

in  Net  Tons 
for  Least  Section. 

- 

^1  ^ 

Deflection  in 
Inches. 

Greate^ 
Centres  o 
Disi 

100 
Pounds 
per  Sq. 
Foot. 

Distance  in  Feet  Between 
f  Beams  of  Least  Section  for 
ributed  Loads  as  Below. 

150          200  250 
Pounds    Pounds  Pounds 
per  Sq.     per  Sq.    per  Sq. 
Foot.        Foot.  Foot. 

5-  S 
crj  s  i  ^  - 
^  ^  5 
^-2  ."2  ~  ■-'^ 
§S  1 

i-^  ^ 

-^^  ?:  ^  i:  i 

8 

12.30 

.31 

.12 

30.75 

20.50 

15.38 

12.30 

75.94 

9 

11.17 

.28 

.15 

24.82 

16.55 

12.41 

9.90 

60.00 

10 

10.05 

.25 

.19 

20.10 

13.40 

10.05 

8.04 

48.60 

11 

9.14 

.23 

.23 

16.62 

11.08 

8.31 

6.65 

40.17 

12 

8.38 

.20 

.28 

13.97 

9.31 

6.98 

5.59 

33.75 

CO 
rH 

1.73 

.19 

.33 

11.89 

7.93 

5.95 

4.76 

28.76 

14 

7.18 

.18 

.38 

10.26 

6.84 

5.13 

4.10 

24.80 

15 

6.70 

.17 

.44 

8.93 

5.96 

4.47 

3.57 

21.67 

16 

6.28 

.16 

.50 

7.85 

5.23 

3.93 

3.14 

1  Q  QQ 

io.yo 

17 

5.91 

.15 

.56 

6.95 

4.64 

3.48 

2.78 

16.82 

18 
19 

20 
21 
22 
23 

24 
25 
26 
27 

28 
29 
30 
31 

5.59 
5.29 

5.03 
4.79 
4.57 
4.37 

4.19 
4.02 
3.87 
3.72 

3.59 
3.47 
3.35 
3.24 

.14 

.13 

.12 
.12 
.11 
.11 

.11 
.10 
.10 
.09 

.09 
.08 
.08 
.07 

.63 
.70 

.78 
.86 
.94 
1.03 

1.12 
1.22 
1.32 
1.42 

1.53 
1.64 
1.76 
1.88 

6.21 
5.57 

5.03 
4.56 
4.15 
3.80 

3.49 
3.22 
2.98 
2.76 

2.56 
2.39 
2.23 
2,09 

4.14 
3.71 

3.35 
3.04 
2.80 
2.53 

2.33 
2.14 
1.98 
1.84 

1.71 
1.60 
1.49 
1.39 

3.11 
2.78 

2.52 
2.28 
2.08 
1.90 

1.75 
1.61 
1.49 
1.38 

1.28 
1.20 
1.12 
1.05 

2.48 
2.23 

2.01 
1.82 
1.66 
1.52 

1.40 
1.29 
1.19 
1.10 

1.03 
.96 
.89 
.84 

15.00 
13.46 

12.15 
11.02 
10.04 
9.19 

8.44 
7.76 
7.19 
6.67 

6.19 
5.78 
5.40 
5.06 

SAFE  LOADS  OF  STEEL  BEAMS. 


83 


8'  STEEL  I 


LEAST  SECTION. 

Flan;;o  width,  4.38 

W'vh  thickutvss,  41 

Area  in  scjuare  iuchcjs,    ....  8.2G 

Ki'.sistaiice,  21.2i) 

Poiiuds  per  loot,  28.08 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  x*o  of  the  tabular  deilection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


BEA]>IS  No.  11. 

GREATEST  SECTION. 

Flange  width,  4.57 

Web  thickness,  (Jo 

Area  in  scjuare  inches,   ....  y.78 

Resistance,  23.23 

Pounds  per  foot,  33.25 


^•^ 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  lutch  Pound 
per  Foot  Increase. 

o  ^ 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

Divide  hi/  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 

Foot  Increase  of  Beam. 

100 
Pounds 
per  Sq. 
Foot. 

150 

Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 
Pounds 
per  Sq. 
Foot. 

6 
7 
8 

9 

19.79 
16.96 
14.84 
13.19 

.37 

.32 
.28 
.25 

.08 
.11 
.14 
.18 

65.96 
48.44 
37.12 
29.30 

43.97 
32.29 
24.74 
19.54 

32.98 
24.22 
18.55 
14.65 

26.39 
19.38 
14.84 
11.72 

1  on  nn 

87.16 
67.50 
53.33 

10 
11 
12 
13 

11.87 
10.79 
9.89 
9.15 

.22 
.20 
.18 
.17 

.22 
.26 
.31 
.37 

23.74 
19.62 
16.48 
14.05 

15.83 
13.08 
10.99 
9.37 

11.87 
9.*80 
8.24 
7.02 

9.49 
7'.85 
6.59 
5.62 

43.20 
35.70 
30.00 
25.56 

14 
15 

8.48 
7.92 

.16 
.15 

.43 
.49 

12.12 
10.56 

8.08 
7.04 

6.06 
5.28 

4.85 
4.22 

22.04 
19.20 

16 
17 

7.42 
6.98 

.14 
.13 

.06 
.64 

9.28 
8.22 

6.18 
5.47 

4.63 
4.10 

3.71 
3.29 

16.88 
14.95 

18 
19 
20 
21 

6.60 
6.25 
5.94 
5.65 

.12 
.12 
.11 
.11 

.71 
.79 
.88 
.97 

7.33 
6.58 
5.94 
5.39 

4.88 
4.39 
3.96 
3.59 

3.67 
3.29 
2.98 
2.69 

2.93 
2.63 
2.38 
2.15 

13.33 
11.97 
10.80 
9.80 

22 
23 
24 
25 

5.40 
5.16 
4.94 
4.75 

.10 
.10 
.10 
.09 

1.07 
1.16 
1.27 
1.38 

4.91 
4.49 
4.12 
3.80 

3.28 
2.99 
2.75 
2.53 

2.46 
2.24 
2.06 
1.90 

1.97 
1.80 
1.64 
1.52 

8.93 
8.17 
7.50 
6.91 

26 
27 
28 
29 

4.56 
4.39 
4.24 
4.09  1 

.09 
.08 
.08 
.07 

1.49 
1.61 
1.73 
1.85 

3.50 
3.25 
3.02 
2.82 

2.34 
2.17 
2.02 
1.88 

1.75 
1.63 
1.51 
1.41 

1.40 
1.30 
1.21 
1.13 

6.39 
5.93 
5.51 
5.14, 

84 


SAFE  LOADS  OF  STEEL  BEAMS. 


8    STEEL.    I   BEAMS.— No.  12. 


LEAST  SECTION.  GREATEST  SECTION. 


Flange  width,  

.  .  4.00 

Flange  width,  

.  ,  4.20 

Web  thickness,  

.  .  .30 

Area  in  square  inches,  . 

.  .  6.24 

Area  in  square  inches,  .  . 

.  .  7.84 

.  .  18.84 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allojv  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  i%  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


^;  ^ 
11 

Greatest  Safe  Load 

in  Net  Tons 
for  Least  Section. 

Addition  to  Safe 
JjOad  for  luic/i  Pound 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

*<.s  sip 

S  .P 

100 
Pounds 
per  Sq. 
Foot. 

150 
Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 
Pounds 
per  Sq, 
Foot. 

— 

6 
7 
8 
9 

10 
11 
12 
13 

1  A 

15 

13.43 
13.37 
11.70 
10.39 

9.36 
8.51 
7.80 
7.20 

6.68 
6.24 

.37 
.32 
.28 
.25 

.22 
.20 
.18 
.17 

.16 
.15 

.08 
.11 
.14 
.18 

.22 
.26 
.31 
.37 

.43 
.49 

45.60 

QQ  on 
oo.ZU 

9Q  9R 
9Q  HQ 

18.72 
15.47 
13.00 
11.08 

9.55 
8.32 

30.40 

1  Q  ^ 

12.48 
10.31 
8.66 
7.38 

6.36 
5.54 

22.80 

I  Q  HQ 

Id.  fi*^ 

I I  'vt 

ii.Oi 

9.36 
7.74 
6.50 
5.54 

4.78 
4.16 

18.24 

1 1  70 

Q  9 A 

7.49 
6.19 
5.20 
4.33 

3.82 
3.32 

120.00 
87.16 
67.50 
53.33 

43.20 
35.70 
30.00 
25.56 

22.04 
19^20 

16 

5.84 

.14 

.56 

7.31 

4.87 

3.65 

2.93 

16.88 

17 

5.51 

.13 

.64 

6.48 

4.32 

3.24 

2.59 

14.95 

18 

5.20 

.12 

.71 

5.77 

3.85 

2.89 

2.30 

13.33 

19 

4.92 

.12 

.79 

5.18 

3.46 

2.59 

2.08 

11.97 

20 

4.68 

.11 

.88 

4.68 

8.12 

2.34 

1.87 

10.80 

21 

4.45 

.11 

.97 

4.24 

2.83 

2.12 

1.69 

9.80 

22 

4.25 

.10 

1.07 

3.86 

2.58 

1.93 

1.55 

8.93 

23 

4.07 

.10 

1.16 

3.54 

2.36 

1.76 

1.42 

8.17 

24 

3.90 

.10 

1.27 

3.25 

2.17 

1.62 

1.30 

7.50 

25 

3.74 

.09 

1.38 

3.00 

1.99 

1.50 

1.20 

6.91 

26 

3.60 

.09 

1.49 

2.77 

1.85 

1.38 

1.10 

6.39 

27 

3.47 

.09 

1.61 

2.57 

1.72 

1.28 

1.03 

5.93 

28 

3.35 

.08 

1.73 

2.39 

1.60 

1.20 

0.96 

5.51 

29 

3.23 

.07 

1.85 

2.23 

1.49 

1.12 

0.89 

5.14 

LOADS  OF  STEEL  BEAMS. 


85 


8    STEEL   I    BEAJ>IS.—No.  507. 


LEAST  SECTION.  GREATEST  SECTIONo 


Flange  width,   

.  .  4.00 

.  .  4.14 

.  .  .26 

Web  thickness,  

Area  in  square  inches,   .  . 

.  .  .40 

Area  in  s(jiiare  inches,  .  . 

.  .  5.08 

.  .  G.20 

Resistance,  

,  .  15.(K> 

Pouuds  per  foot,  .... 

.  .  17.27 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflect  ion  for  centre  load  will  be      of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


^>  <;.> 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

•2  ^ 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Jjcast  Section  for 
Distributed  Loads  as  Below. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 
Foot  Increase  of  Beam. 

Distance 

100 

Pounds 
per  S(j. 
Foot. 

150 
Pounds 
per  Sq. 
Foot. 

200 

Pounds 
per  Sq. 
Foot. 

250 
Pounds 
per  Sq. 
Foot. 

g 
7 
8 
9 

10.52 
10!52 
9.51 
8.45 

.32 
.28 
.25 

.08 
.11 
.14 
.18 

35.07 
30.06 
23.78 
18.78 

23.38 
20.00 
15.85 
12.52 

17.53 
15.03 
11.89 
9.39 

14.03 
12.00 
9.51 
7.51 

1  on  (\f\ 
l^U.UU 

87.16 
67.50 
53.33 

10 
11 
12 
13 

7.60 
6.91 
6.34 
5.85 

.22 
.20 
.18 
.17 

.22 
.26 
.31 
.37 

15.20 
12!56 
10.57 
9.00 

10.13 
8!38 
7.04 
6.00 

7.60 
6^28 
5.28 
4.50 

6.08 
5!03 
4.23 
3.60 

43.20 
35.70 
30.00 
25.56 

14 

15 

5.43 
5.07 

.16 
.15 

.43 
.49 

7.76 
6.76 

5.17 
4.51 

3.88 
3.39 

3.10 
2.70 

22.04 
19.20 

16 
17 

4.75 
4.47 

.14 
.13 

.56 
.64 

5.94 
5.26 

3.96 
3.51 

2.97 
2.63 

2.38 
2.10 

16.88 
14.95 

18 
19 
20 
21 

4.22 
4.00 
3.80 
3.62 

.12 
.12 
.11 
.11 

.71 
.79 
.88 
.97 

4.69 
4.21 
3.80 
3.45 

3.13 
2.80 
2.53 
2.30 

2.34 
2.10 
1.90 
1.73 

1.88 
1.68 
1.52 
1.38 

13.33 
11.97 
10.80 
9.80 

22 
23 
24 
25 

3.46 
3.31 
3.17 
3.04 

.10 
.10 
.10 
.09 

1.07 
1.16 
1.27 
1.38 

3.15 
2.88 
2.64 
2.43 

2.10 
1.92 
1.76 
1.62 

1.57 
1.44 
1.32 
1.22 

1.26 
1.15 
1.06 
.97 

8.93 
8.17 
7.50 
6.91 

26 
27 
28 
29 

2.92 
2.82 
2.72 
2.62 

.09 
.08 
.08 
.07 

1.49 
1.61 
1.73 
1.85 

2.25 
2.09 
1.94 
1.80 

1.50 
1.39 
1.30 
1.20 

1.12 
1.05 
.97 
.90 

.90 
.84 
.78 
.72 

6.39 
5.93 
5.51 
5.14 

86 


SAFE  LOADS  OF  STEEL  BEAMS. 


7'  STEEL,   I   BEAMS.— No.  13. 


LEAST  SECTION.  GREATEST  SECTION. 


.  .  3.81 

Flange  width,  

.  .  3.87 

.  .  .  .44 

.  .  .50 

Area  in  square  inches,  . 

.  .  .  6.68 

Area  in  square  inches,  . 

.  .  .  14.40 

.  .  .  22.70 

Greatest  safe  load  in  ret  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Distance  Between 
Supports  in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

i      Addition  to  Safe 
Load  for  Each  Found 
per  Foot  Increase. 

Deflection  in 
Inches. 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distrihuted  Loads  as  Below. 

100 

Pounds 

^  FooL 

150 

Pounds 

^FooL 

200 

Pounds 

Foot. 

250 
Pounds 

Foot. 

6 
7 
8 
9 

10 
11 
12 
13 

13.44 
11.52 
10.08 
8.96 

8.06 
7.33 
6.72 
6.20 

.32 
.28 
.24 
.22 

.19 
.18 
.17 
.16 

.10 
.12 
.16 
.20 

.25 
.30 
.36 
.42 

AA  on 
32.92 
25.20 
19.92 

16.13 
13.33 
11.20 
9.54 

oU.o/ 

21.95 
16.80 
13.28 

10.75 
8.89 
7.46 
6.36 

16.46 
12.60 
9.96 

8.06 
6.66 
5.60 
4.77 

17  QO 

13.16 
10.08 
7.97 

6.56 
5.33 
4.48 
3.82 

14 

5.76 

.14 

.49 

8.23 

5.48 

4.12 

3.29 

15 

5.38 

.13 

.56 

7.16 

4.78 

3.58 

2.87 

16 

5.04 

.12 

.64 

6.30 

4.20 

3.15 

2.52 

17 

4.74 

.12 

.72 

5.58 

3.72 

2.79 

2.23 

18 

4.48 

.11 

.81 

4.97 

3.31 

2.48 

1.99 

19 

4.25 

.11 

.91 

4.48 

2.98 

2.24 

1.79 

20 

4.03 

.10 

1.01 

4.03 

2.69 

2.02 

1.61 

21 

3.84 

.10 

1.10 

3.66 

2.44 

1.83 

1.46 

22 

3.66 

.08 

1.21 

3.32 

2.22 

1.66 

1.33 

23 

3.50 

.08 

1.32 

3.05 

2.03 

1.52 

'  1.22 

24 

3.36 

.08 

1.44 

2.80 

1.87 

1.40 

1.12 

25 

3.23 

.08 

1.56 

2.58 

1.72 

1.29 

1.03 

26 

3.10 

.07 

1.69 

2.38 

1.58 

1.19 

0.95 

27 

2.99 

.07 

1.82 

2.21 

1.48 

l.U 

0.89 

28 

2.88 

.07 

1.96 

2.05 

1.37 

1.03 

0.83 

29 

2.78 

.07 

2.11 

1.92 

1.28 

0.96 

0.77 

=56 

^-2 


^^1 


SAFK  LOADS  OF  STEEL  BEAMS. 


87 


7    STEEL   I    BEA]>IS.— No.  14. 


LEAST  SECTION.  GREATEST  SECTION. 


.  .  .'2\ 

.  .  .44 

liesistauce,  

.  .  l'J.71 

.  .  22.64 

Greatest  safe  load  in  net  tons  evenly  tlistrilnited,  inclu(lin<]:  l)eain  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tal»iilar  load. 
Dedection  for  centre  load  will  he      of  the  tabular  detlection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


ft.  -5 

V 

Grcaff.st  Safe  Load 
in  Net  Tons  for 
Least  Section.       i  j 

Addition  to  Safe 
Load  for  ICacfi  I'()und 
jx'r  Foot  Increase.     1 1 

Greatest  Distance  in  Feet  I 
Centres  of  Beams  of  Least  Se 
Distribnted  Loads  as  Be 

100          150  200 

Pounds    Pounds  Pounds 
per  Sq.     per  Sq.  !  j)er  Sq. 
Foot.        Foot.  Fool. 

'etween 
ction  for 
Imc. 

250 
Pounds 
j>er  Sq. 

Foot. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Ponnd  per 
Foot  Increase  of  Beam. 

6 

8.84 

.32 

.10 

30.00 

20.00 

15.00 

12.00 

105.00 

7 

8.84 

.28 

.12 

25.72 

17.15 

12.86 

10.28 

77.14 

8 

8.84 

.24 

.16 

22.30 

14.86 

11.15 

8.92 

59.06 

9 

7.93 

.22 

.20 

17.63 

11.75 

8.81 

7.06 

46.67 

10 

7.14 

.19 

.25 

14.28 

9.52 

7.14 

5.71 

37.80 

11 

6.48 

.18 

.30 

11.78 

7.86 

5.89 

4.72 

31.24 

12 

5.94 

.17 

.36 

9.90 

6.60 

4.95 

3.96 

26.25 

13 

5.48 

.16 

.42 

8.44 

5.63 

4.20 

3.37 

22.37 

14 

15 
16 
17 

18 
19 
20 
21 

22 
23 
24 
25 

26 
27 
28 
29 

5.10 
4.75 
4.46 
4.20 

.3.96 
3.76 
3.56 
3.40 

3.24 
3.11) 
2.98 
2.86 

2.75 
2.64 
2.51 
2.46 

.14 
.13 
.12 
.12 

.11 
.11 
.10 
.10 

.08 
.08 
.08 
.08 

.07 
.07 
.07 
.07 

.49 
.56 
.64 
.72 

.81 
.91 
1.01 
1.10 

1.21 
1.32 
1.44 
1.56 

1.69 
1.82 
1.96 
2.11 

7.28 
6.34 
5.58 
4.94 

4.40 
3.95 
3.56 
3.24 

2.94 
2.69 
2.48 
2.28 

2.11 
1.96 
1.81 
1.69 

4.86 
4.22 
3.72 
3.30 

2.93 
2.64 
2.38 
2.16 

1.97 
1.80 
1.66 
1.52 

1.40 
1.30 
1.21 
1.13 

3.64 
3.17 
2.79 
2.47 

2.20 
1.98 
1.79 
1.62 

1.47 
1.34 
1.24 
L14 

1.06 
0.98 
0.91 
0.85 

2.92 
2.53 
2.23 
1.98 

1.76 
1.58 
1.43 
1.30 

1.18 
1.08 
0.99 
0.91 

0.84 
0.78 
0.72 
0.68 

19.29 
16.80 
14.77 
13.08 

11.67 
10.47 
9.45 
8.57 

7.81 
7.15 
6.56 
6.05 

5.74 
5.19 
4.82 
4.49 

88 


SAFE  LOADS  OF  STEEL  BEAMS. 


7    STEEL    I    BEAMS.— No.  505. 


LEAST  SECTION. 

Flange  width,  3.75 

Web  thickness,  24 

Area  in  square  inches,    ....  4.25 

Resistance,  10.07 

Pounds  per  foot,  14.44 


GREATEST  SECTION. 

Flange  width,   3.89 

Web  thickness,  38 

Area  in  square  inches,  ....  5,23 

Resistance,  11.21 

Pounds  per  foot,  17.78 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


8.84 
8.06 
7.05 
6.27 

5.64 
5.13 
4.70 
4.34 

4.03 
3.76 
3.52 
3.32 

3.13 
2.97 
2.82 
2.69 

2.56 
2.45 
2.35 
2.26 

2.17 
2.09 
2.01 
1.94 


.14 
.13 
.12 
.12 

.11 
.11 
.10 
.10 


.08 

.07 
.07 
.07 
.07 


.10 
.12 
.16 
.20 

.25 
.30 
.36 
.42 

.49 
.56 
.64 
.72 

.81 
.91 
1.01 
1.10 

1.21 
1.32 
1.44 
1.56 

1.69 
1.82 
1.96 
2.11 


Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 


^^^^ 


100 

Pounds 
per  Sq. 
Foot. 


150 
Pounds 
per  Sq. 
Foot. 


200 
Pounds 
per  Sq. 
Foot. 


30.00  I  20.00  I  15.00 

23.03  ■  15.35  :  11.52 

17.63  !  11.75  8.82 

13.93       9.29  6.97 


11.28 
9.33 
7.83 
6.68 

5?76" 
5.01 
4.40 
3.91 

3.48 
3.13 
2.82 
2.56 

2.33 
2.13 
1.96 
1.81 

1.67 
1.55 
1.44 
1.34 


3.84 
3.34 
2.93 
2.60 

2.32 
2.08 
1.88 
1.71 

1.55 
1.40 
1.30 
1.20 

1.11 
1.03 
0.96 
0.89 


2.88 
2.51 
2.20 
1.95 

1.74 
1.56 
1.41 
1.28 

1.16 
1.07 
0.98 
0.90 

0.84 
0.78 
0.72 
0.67 


J5  v.  S 

5^  « 


250 
Pounds 
per  Sq. 
Foot. 


12.00 
9.21 
7.05 
5.57 


7.52  5.64  4.51 

6.22  4.67  3.73 

5.22  j  3.92  I  3.13 

4.45  3.34  I  2.67 


2.30 
2.00 
1.76 
1.56 

1.39 
1.25  < 
1.13 
1.02 

0.93 
0.85 
0.78 
0.72 

0.67 
0.62 
0.57 
0.53 


SAFE  LOADS  OF  STEEL  BEAMS. 

89 

O      O  1.  Hi  Li 

T 

BEAMS.— No.  23. 

LEAST  SECTION. 

GREATEST  SECTION. 

5  50 

Area  ill  scjuare  inches,  .  .  .  . 

.  11.71) 

Area  in  square  inches,  .  .  .  . 

18  29 

,  22.8r> 

.  45.19 

Greatest  safe  load  in  net  tons  evenly  distrihuted,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Detiection  for  centre  load  will  be  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  detiection  is  excessive. 


Between  | 
i?i  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section.  j 

Addition  to  Safe  I 
Load  for  Each  Pound  i 
per  Foot  Increase. 

8 

?S  CO* 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 
^  Foot  Increase  of  Beam. 

Distance 
Supports 

100 

Pomids 
per  Sq. 
Foot. 

150 
Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 
Poiaids 
per  Sq. 
Foot. 

6 
7 

8 
9 

19.93 
17.09 
14.95 
13.30 

.28 
.24 
.21 
.19 

.11 
.14 
.19 
.24 

66.44 
48!83 
37.38 
29.54 

42.29 
32.54 
24.92 
19.69 

33.22 
24!41 
18.70 
14.77 

26.58 
19^52 
14.95 
11.82 

90.00 
66.12 
50.63 
40.00 

10 
11 

11.96 
10.87 

.17 
.15 

.29 

!35 

23.93 

1  Q  7ft 

ly.  /D 

15.95 

lO.iO 

11.96 

9.58 
/  .yi 

32.40 
26.78 

12 
13 

9.97 
9.20 

.14 
.13 

.42 
.49 

10.02 
14.10 

11.08 
9.44 

8.32 
7.08 

0.05 
5.66 

22.50 
19.17 

14 

15 
16 
17 

8.54 
7.88 
7.48 
7.03 

.12 
.11 
.11 
.10 

.57 
.06 
.75 
.85 

12.20 
10.04 
.  9.35 
8.27 

8.14 
7.09 
0.23 
5.52 

6.11 
5.32 
4.67 
4.14 

4.88 
4.26 
3.74 
3.31 

16.53 
14.40 
12.66 
11.21 

18 
19 
20 
21 

6.G5 
G.30 
5.98 
5.70 

.10 

.08 
.08 
.08 

.95 
1.05 
1.10 
1.28 

7.39 
0.04 
5.98 
5.42 

4.92 
4.42 
3.98 
3.02 

3.70 
3.31 
2.99 
2.71 

2.95 
2.65 
2.13 
2.17 

10.00 
8.97 
8.10 
7.35 

22 
23 
24 
25 

5.44 
5.20 
4.98 
4.79 

.07 
.07 
.07 
.07 

1.41 
1.54 
1.08 
1.82 

4.94 
4.52 
4.15 
3.83 

3.30 
3.01 
2.77 
2.50 

2.47 
2.20 
2.08 
1.92 

1.98 
1.81 
1.66 
1.54 

6.69 
6.11 
5.63 
5.18 

26 
27 
28 
29 

4.60 
4.43 
4.27 
4.13 

.00 
.06 
.06 
.00 

1.98 
2.14 
2.30 
2.47 

3.54 
3.28 
3.05 
2.84 

2.35 
2.18 
2.04 
1.90 

1.70 
1.04 
1.52 
1.43 

1.42 
1.31 
1.22 
1.14 

4.79 
4.44 
4.13 
3.85 

90 


SAFE  LOADS  OF  STEEL  BEAMS, 


6    STEEL    I    BEAMS.— No.  24. 


LEAST  SECTION.  GREATEST  SECTION. 


Flange  widtli,  

.  .  5.13 

Welt  tliiekncss,  

Ai  ea  in  square  inches,  . 

.  .  .  9.27 

Area  in  square  inches,    .  , 

.  .  10.77 

Resistance,  

.  .  17.51 

Itesistauce,  

.  .  19.01 

Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  7^7  of  the  talnilar  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


II 

R  s 

Greatest  Safe  Load 
in  Net  Tons  for 
I^east  Section. 

1 

Deffecfion  in  t 
Inches.  \ 

Greatest  Distance  in  Fert  Brtireeu 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

10)     ;     150     1     200  250 
Pounds    Pounds  i  Pounds  \  Pounds 
per  Sg.  •  per  Sq.     per  Sq.  1  per  Sg. 
Foot.        Foot.       Foot,     i  Foot. 

1  ^ 
0  ^  ^  S 

^  i  ^  *>, 

6 

16.34 

.28 

.11 

54.48 

36,32 

27.24 

21.79 

90.00 

7 

14.00 

,24 

,14 

40.01 

26.68 

20.00 

16.01 

66.12 

8 

12.25 

.21 

.19 

30.64 

20.42 

15.31 

12.25 

50.63 

9 

10.90 

,19 

,24 

24.22 

16.14 

12.11 

9.68 

40.00 

10 

9.80 

,17 

,29 

19.61 

13.07 

9.80 

7.85 

32.40 

11 

8.92 

,15 

,35 

16.21 

10.81 

8,10 

6,48 

26.78 

12 
13 

14 
15 
16 
17 

18 
19 
20 
21 

22 
23 
24 
25 

26 
27 
28 
29 

8.17 
7.55 

7.01 
G,54 
G.13 
5.77 

5.45 
5,1G 

4.91 

4.(;7 

4,45 
4.2G 
4.08 
3.92 

0. 4  4 
3.64 
3.5) 
3.38 

.14 
.13 

10 

.1- 
.11 
.11 
.10 

.10 

.08 
.08 
,08 

.07 
.07 
.07 
.07 

.06 
.06 
.06 
.06 

,42 
.49 

,57 
.06 
.75 
.85 

.95 
1.05 
1.16 
1.28 

1.41 
1.54 
1.08 
1.82 

1.98 
2.14 
2..30 
2.47 

i3.(;2 

11.62 

10.01 
8.72 
7.67 
6.79 

6.05 
5.44 
4.91 
4.44 

4.04 
3.71 
3.40 
3.14 

2.90 
2,09 
2.51 
2,33 

9.08 
7.74 

6.67 
5.81 
5.11 
4.52 

4,03 
3.G2 
3.28 
2.96 

2.70 
2.47 
2.27 
2,09 

1.93 
1.89 
1.67 
1,56 

0.82 
5.81 

5.00 
4.36 
3.83 
3.40 

3.02 
2.71 
2.43 
2.22 

2,03 
1,85 
1,70 
1.57 

1.45 
1.34 
1.25 
1,16 

5. 4  A 
4.04 

4.01 
3.49 
3.07 
2,71 

2  42 
2.17 
1,97 
1.78 

1.62 
1.48 

1.36 

i.:6 

1.16 
1,03 
1.00 
0,94 

22.50 
19.17 

16.53 
14^40 
12,66 
11.21 

10.00 
8.97 
8.10 
7.35 

6.69 
6.11 
5.63 
5.18 

4.79 
4.44 
4.13 
3.85 

SAFE  LOADS  OF  STEEL  BEAMS. 


91 


G'  STEEL    I    BEAMS.— No.  15. 


LEAST  SECTION.  GREATEST  SECTION. 


.  .  .  .28 

Area  in  s(iuare  inchos,  .  . 

.  .  7.75 

.  .  .  11.41 

Uesistanoe,  

.  .  .  i:i.51 

Greatest  safe  load  in  net  tons  evenly  distributed,  includincc  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-balf  of  the  tabular  load. 
Deflection  for  centre  load  will  be      of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Between 
in  Feet.  ' 

Greatest  Safe  Load  ' 
in  Net  Tons  for  ' 
Least  Section. 

.  to  Safe 
ich  L'ound 
Increase. 

•1  ^ 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Ljcast  Section  for 
Distribnted  Ljoads  as  Below. 

le  by  Load  per  Sq. 
■  and  Add  to  Cor- 
onding  Distance 
Each  Pound  per 
Increase  of  Beam.  \ 

Idition 
for  Ec 
■  Foot  . 

Deflect 
Lncl 

100 

Pounds 

150 

Pounds 

200 
Pounds 

250 
Pounds 

per  Sq. 
Foot. 

per  Sg. 
Foot. 

j)er  S(j. 
Foot. 

L^oot. 

Divic 
Foot 
resp< 
for  . 

Foot . 

g 

10.61 

OQ 
.Zo 

.11 

35.52 

23.68 

17.76 

14.21 

90.00 

7 

9.13 

OA 

1  A 
.14 

26!09 

17^40 

13^04 

lo!44 

66.12 

8 

7.99 

.21 

.19 

19.98 

13.32 

10.00 

7.99 

50.63 

9 

7.10 

.19 

.24 

15.79 

10.52 

7.90 

6.31 

40.00 

10 

6.40 

.17 

.29 

12.79 

8.53 

6.40 

5.11 

32.40 

11 

5.81 

.15 

.35 

ID.  00 

•7  r\A 

4.22 

26.78 

12 

").;};} 

.14 

.42 

8.88 

5.02 

4.44 

3.55 

22.50 

13 

4.92 

.13 

.49 

7.57 

5.05 

3.78 

3.02 

19.17 

14 

4.50 

.12 

.57 

6.52 

4.34 

3.25 

2.60 

16.53 

15 

4.2G 

.11 

.66 

5.68 

3.79 

2.84 

2.27 

14.40 

16 

4.00 

.11 

.75 

4.99 

3.34 

2.50 

2.00 

12.66 

17 

3.76 

.10 

.85 

4.42 

2.94 

2.21 

1.76 

11.21 

18 

3.55 

.10 

.95 

3.95 

2.63 

1.97 

1.58 

10.00 

19 

3.36 

.08 

1.05 

3.54 

2.35 

1.76 

1.42 

8.97 

20 

3.19 

.08 

1.16 

3.19 

2.12 

1.60 

1.27 

8.10 

21 

3.05 

.08 

1.28 

2.90 

1.93 

1.45 

1.16 

7.35 

22 

2.90 

.07 

1.41 

2.64 

1.76 

1.32 

1.06 

6.69 

23 

2.78 

.07 

1.54 

2.42 

1.61 

1.21 

.97 

6.11 

24 

2.66 

.07 

1.68 

2.22 

1.48 

1.12 

.89 

5.63 

25 

2.56 

.07 

1.82 

2.04 

1.37 

1.02 

.82 

5.18 

26 

2.46 

.06 

1.98 

1.90 

1.26 

.95 

.76 

4.79 

27 

2.36 

.06 

2.14 

1.75 

1.16 

.88 

.70 

4.44 

28 

2.28 

.00 

2  30 

1.63 

1.08 

.82 

.65 

4.13 

29 

2.21 

.06 

2.47 

1.52 

1.02 

.76 

.61 

3.85 

92 


SAFE  LOADS  OF  STEEL  BEAMS. 


T 

JL 

LEAST  SECTION. 

Flange  width,  

847 

410 

Pounds  per  foot,  

.  13.93 

BEAMS.-No.  16. 

GREATEST  SECTION. 

Flange  width,  3.69 

Web  thickness,  44 

Area  in  square  inches,   ....  5.42 

Resistance,   y.7i) 

Pounds  per  foot,  18.42 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  x^o  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Between 
in  Feet. 

Greatest  Safe  Load 
in  Net  Tons  for 
Least  Section. 

Addition  to  Safe 
Load  for  Each  Pound 
per  Foot  Increase. 

•i 

s  ^ 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

Divide  by  Load  per  Sq. 
Foot  and  Add  to  Cor- 
responding Distance 
for  Each  Pound  per 

j  Distance 
Supports 

100 

Pounds 
per  Sq. 
Foot. 

150 

Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 
Pounds 
per  Sq. 
Foot. 

6 
7 
8 
9 

7.28 
6.78 
5.93 
5.27 

.28 
.24 
.21 
.19 

.11 

.14 
.19 
.24 

24.72 
19.37 
14.82 
11.71 

16.48 
12.91 
9.88 
7.80 

12.36 
9.68 
7.42 
5.86 

9.89 
7.75 
5.93 
4.68 

on  nn 
66.12 
50.63 
40.00 

10 
11 

4.74 
4.31 

.17 
.15 

:29 
.35 

9.48 
7.84 

6.32 
5.22 

4.74 
3.91 

3.79 
a  13 

32.40 
26.78 

12 
13 

3.95 
3.G5 

.14 
.13 

.42 
.49 

6.58 
5.62 

4.39 
3.74 

3.29 
2.81 

2.63 
2.24 

22.50 
19.17 

14 
15 
16 
17 

3.38 
3.17 
2.96 
2.80 

.12 
.11 
.11 
.10 

.57 
.66 
.75 
.85 

4.84 
4.22 
3.71 
3.29 

3.23 
2.82 
2.47 
2.20 

2.41 
.  2.11 
1.8.-) 
1.04 

1.93 
1.09 
1.49 
1.32 

16.53 
14.40 
12.66 
11.21 

18 
19 
20 
21 

2.64 
2.50 
2.38 
2.26 

.10 
.08 
.08 
.08 

.95 
1.05 
1.16 
1.28 

2.93 
2.63 
2.38 
2.15 

1.96 
1.75 
1.58 
1.43 

1.46 
1.31 
1.19 

1.08 

1.18 
1.06 
.95 
.80 

10.00 
8.97 
8.10 
7.35 

22 
23 
24 
25 

2.16 
2.06 
1.98 
1.90 

.07 
.07 
.07 
.07 

1.41 
1.54 
1.68 
1.82 

1.97 
1.80 
1.66 
1.51 

1.31 
1.20 
1.10 
1.01 

.98 
.90 
.83 
.76 

.78 
.72 
.66 
.61 

6.69 
6.11 
5.63 
5.18 

26 
27 
28 
29 

1.82 
1.75 
1.69 
1.63 

.06 
.06 
.06 
.06 

1.98 
2.14 
2.30 
2.47 

1.40 
1.30 
1.21 
1.13 

.94 
.86 
.80 
.76 

.70 
.65 
.60 
.56 

.56 
.52 
.48 
.46 

4.79 
4.44 
4.13 
3.85 

SAFE  LOADS  OF  STEEL  BEAMS. 


93 


6'  STEEL.    I    BEAMS,— No.  503. 


LEAST  SECTION. 

Flange  width,  3.40 

Web  thickness,  22 

Area  in  square  inches,    ....  3.51 

Resistance,  7.05 

Pounds  per  foot,  11.93 


GREATEST  SECTIl^N. 

Flange  width,  3.56 

Web  thickness,  38 

Area  in  square  inches,   ....  4.47 

Resistance,  8.01 

Pounds  per  foot,  15.20 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jq  of  the  tabular  defle.ction. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


Between 
in  Feet. 

afe  Load 

'onsfor 

ection. 

idition  to  Safe 
I  for  Each  Pound 
Foot  Increase. 

Ion  in 
les. 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

Distance 
Supports 

Greatest  S 
in  Net  I 
Least  S 

Deflects 
Inch 

100 

Pounds 

150 

Pounds 

200 

Pounds 

250 

Pounds 

^  o  Si, 

per  Sq. 
Foot. 

per  Sq. 
Foot. 

per  Sq. 
Fool. 

per  Sq. 
Fool. 

6 

6.58 

.28 

.11 

21.93 

14.62 

10.97 

s.n 

7 

5.64 

.24 

.14 

lb. 11 

1  n  lA 
lU.  1^ 

o.Ud 

6.45 

8 

4.94 

.21 

.19 

12.35 

1  Q 

4.94 

9 

4.39 

!l9 

.24 

y./o 

O.OU 

A  QQ 
4.00 

o.yu 

10 

3.95 

.17 

.29 

7.90 

5.27 

3.95 

3.16 

11 

3.59 

.15 

.35 

6.53 

4.35 

3.27 

2.25 

12 

3.29 

.14 

.42 

5.48 

3.66 

2.74 

2.19 

13 

3.04 

.13 

.49 

4.68 

3.12 

2.34 

1.87 

14 

2.82 

.12 

.57 

4.03 

2.69 

2.02 

1.61 

15 

2.63 

.11 

.66 

3.51 

2.34 

1.75 

1.40 

16 

2.47 

.11 

.75 

3.10 

2.06 

1.55 

1.24 

17 

2.32 

.10 

.85 

2.73 

1.82 

1.37 

1.09 

18 

2.19 

.10 

.95 

2.43 

1,60 

1.22 

.97 

19 

2.08 

.08 

1.05 

2.19 

1.46 

1.10 

.88 

20 

1.97 

.08 

1.16 

1.97 

1.31 

.99 

.79 

21 

1.88 

.08 

1.28 

1.79 

1.19 

.90 

.72 

22 

1.79 

.07 

1.41 

1.63 

1.08 

.82 

.65 

23 

1.72 

.07 

1.54 

1.50 

1.00 

.75 

.60 

24 

1.65 

.07 

1.68 

1.38 

.92 

.69 

.55 

25 

1.58 

.07 

1.82 

1.27 

.84 

.63 

.51 

26 

1.52 

.06 

1.98 

1.17 

.78 

.59 

.47 

27 

1.46 

.06 

2.14 

1.08 

.72 

.54 

.43 

28 

1.41 

.06 

2.30 

1.01 

.67 

.51 

.40 

29 

1.36 

.06 

2.47 

.94 

.63 

.47 

.38 

9^  a 


1« 


90.00 
66.12 
50.63 
40.00 

32.40 
26.78 
22.50 
19.17 

16.53 
14.40 
12.66 
11.21 

10.00 
8.97 
8.10 
7.35 

6.69 
6.11 
5.63 
5.18 

4.79 
4.44 
4.13 
3.85 


94 


SAFE  LOADS  OF  STEEL  BEAMS. 


5  STEEL 

X 

BEA31S.— No.  17. 

LEAST  SECTION 

GREATEST  SECTION. 

.  ,26 

8  03 

.  4.88 

Pounds  per  foot   

Greatest  safe  load  in  net  tons  evenly  distributed,  including;  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jV  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


1  . 

/o  Safe 
tch  Pound 
Increase. 

Deflection  in 
Inches. 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

f  i  i  s  1 
1  §  1  ^' 

1  § 

111 

.■^  ^ 

100 
Pounds 
per  Sq. 
Foot. 

150 
Pounds 
per  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 
Pounds 
per  Sq 
Foot. 

•r^  9  Si.  --^ 

2 

4 

5 
6 
7 

6.83 
5.46 
4.56 
3.90 

.35 
.28 
.23 
.20 

.06 
.08 
.12 
.17 

34.14 
21.84 
15.20 
11.15 

22.76 
14.56 
10.13 
7.43 

17.08 
10.92 
7.60 
5.57 

13.66 
8.74 
6.08 
4.45 

168.75 
108.00 
75.00 
55.10 

8 
9 

3.42 
3.04 

1  Q 

.io 

.16 

.23 
.29 

o.OD 

6.74 

D.  lU 

4.50 

A  on 
3.37 

Q  AO 

2.70 

42.19 
33.33 

10 
11 

2.74 
2.18 

.14 
.13 

.35 
.42 

5.47 
4.53 

3.65 
3.01 

2.74 
2.26 

2.18 
1.81 

27.00 
22.31 

12 
13 
14 
15 

2.28 
2.10 
1.96 
1.82 

.12 
.11 
.10 

.09 

.50 
.59 
.68 
.79 

3.80 
3.23 
2.80 
2.44 

2.53 
2.15 
1.86 
1.62 

1.90 
1.62 

1.39 
1.21 

1.52 
1.30 
1.12 
0.97 

18.75 
15.98 
13.77 
12.00 

16 
17 
18 
19 

1.70 
l.Gl 
1.52 
1.44 

.08 
.08 
.07 
.07 

.90 
1.02 
1.14 
1.27 

2.14 
1.9J 
1.69 
1.51 

1.42 
1.23 
1.13 
1.01 

1.07 
0.95 
0.85 
0.76 

0.85 
0.76 
0.67 
0.61 

10.55 
9.34 
8.33 
7.48 

20 
21 
22 
23 

1.37 
1.30 
1.24 
1.19 

.07 
.07 

.06 
.06 

1.40 
1.55 
1.69 
1.86 

1.37 
1.24 
1.13 
1.03 

0.91 
0.83 
0.74 
0.68 

0.68 
0.61 
0.56 
0.52 

0.55 
0.49 
0.44 
0.41 

6.75 
6.12 
5.58 
5.10 

24 

25 
26 
27 

1.14 

1.09 
1.04 
1.01 

.06 
.06 
.05 

.05 

2.03 
2.20 

2.36 
2.51 

.95 
.83 
.80 
.74 

0.64 

0.59 
0.54 
0.49 

0.47 
0.43 
0.40 

0.37 

0.37 
0.35 
0.32 
0.30 

4.69 
4.32 
3.99 
3.70 

SAFE  LOADS  OF  STEEL  BEAMS. 


95 


5"  STEEL   I    BEAMS.— No.  18. 


LEAST  SECTION.  GREATEST  SECTIC^N. 


Klaiigo  width,  

.  .  8.00 

.  .  .20 

Ari-a  in  i5(iuaic  inches,    .  . 

.  .  'J.78 

Kesistance,  

.  .  4.(53 

.  .  <J.28 

Greatest  safe  load  in  net  tons  evenly  distributed,  including;  beam  itself. 
For  a  load  iti  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Delleetiou  for  centre  load  will  l)e  jq  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


6 


5.82 
5.19 
4.32 
3.70 

3.24 
2.88 


Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 


lOJ  • 

Pounds 
per  Sq. 
Foot. 


.35  .06  29.10 

.28  .08  20.76 

.23  .12  14.40 

.20  .17  10.57 


150 
Pounds 
per  Sq. 
Foot. 


.18 
.16 


.23 
.29 


8.10 
6.40 


19.40 
13.84 
9.60 
7.05 

5.40 
4.27 


200 
Pounds 
per  Sq. 
Foot. 


250 
Pounds 
jter  Sq. 
Fool. 


14.55 
10.38 
7.20 
5.29 

4.05 
3.20 


2.59 
2.3G 

2.1G 
L99 
1.85 
1.73 

1.02 
1.52 
1.44 
1.3G 

l.:iO 
1.23 
1.10 
1.13 

1.08 
1.04 
1.00 
.90 


.14 
.13 

.12 
.11 
.10 
.09 

.08 
.08 
.07 
.07 

.07 
.07 
.00 
.CO 

.00 
.00 
.05 
.05 


.oo 
.42 

.50 
.59 
.08 
.79 

.90 
1.02 
1.14 
1.27 

1.40 
1.55 
1.G9 
1.86 

2.03 
2.20 
2.3G 
2.54 


5.18 
4.29 

3.00 
3.06 
2. 64 
2.31 

2.03 
1.79 
1.60 
1.43 

1.30 
1.17 
1.07 
.98 

.90 
.83 
.77 
.71 


3.45 
3.10 

2.40 
2.04 
1.76 
1.54 

1.35 
1.19 
1.07 
.95 

.87 
.78 
.72 
.66 

.60 
.55 
.51 


2.59 
2.15 

1.80 
1.53 
1.32 
I.IG 

1.02 
.90 
.80 
.72 

.65 
.59 
.51 
.49 

.45 
.42 
.38 
.36 


11.64 
8.30 
5.76 
4.23 

3.24 
2.56 


2.07 
1.88 

1.44 
1.22 
l.OG 
.92 

.81 
.72 
.64 
.57 

.52 
.47 
.43 

.39 

.36 
.33 
.31 
.29 


168.75 
108.00 
75.00 
55.10 

42.19 

33.33 
27.00 
22.31 

18.75 
15.98 
13.77 
12.00 

10.55 
9.34 
8.33 
7.48 

6.75 
6.12 
5.58 
5.10 

4.69 
4.32 
3.99 
3.70 


96 


SAFE  LOADS  OF  STEEL  BEAMS. 


4="  STEEL 

LEAST  SECTION 


I   BEA3I8.— No.  19. 


Flange  width,  

.  .  .  2.60 

Web  thickness,  

.  .  .  .22 

*.  .  .  2.50 

Resistance,   

.  .  .3.30 

GREATEST  SECTION. 

Flanjre  width,  2.82 

Web  thickness,  44 

Area  in  square  inches,   ....  3.38 

Resistance,  3.89 

Pounds  per  foot,  11.48 


Greatest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Deflection  for  centre  load  will  be  jo  of  the  tabular  deflection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


1^ 

l.s  . 

^  ? 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

^  S  ^  ^  S 

Distance  . 
Supports 

^ 

PI 

C  .  c 

100 
Pounds 
per  Sq. 
Foot. 

150 
Founds 
jjer  Sq. 
Foot. 

200 
Founds 
per  Sq. 
Foot. 

250 
Pounds 
pjer  Sq. 
Foot. 

4 
5 
6 
7 

4.62 
3.70 
3.08 
2.64 

.28 
.23 
.19 
.16 

.07 
.11 
.16 
.22 

23. lO 
14.78 
10.23 
7.55 

15.40 
9.85 
6.85 
5.03 

1 1.56 
7.39 
5.14 
3.77 

9.24 
5.92 
4.12 
3.01 

135. OO 
86. 40 
60. OO 
44.08 

8 

2.32 

.14 

.28 

5.80 

3.86 

2.89 

2.32 

33.75 

9 

2.05 

.12 

.36 

4.56 

3.04 

2.28 

1.82 

26.67 

10 

1.85 

.11 

.44 

3.70 

2.46 

1.85 

1.48 

21. 60 

1  1 

1.68 

.10 

.53 

3.06 

2.04 

1.52 

1.22 

17.85 

12 

1..54 

.09 

.64 

2.56 

1.70 

1.28 

1.02 

15. OO 

13 

1.42 

.08 

.74 

2.18 

1.45 

:i.09 

0.88 

12.78 

14 

1.32 

.08 

.86 

1.88 

1.26 

0.95 

0.76 

1  1.02 

15 

1.24 

.07 

.98 

1.64 

1.10 

0.83 

0.66 

9.60 

4."  STEEL    31   BEA3IS.— Xo.  20. 


I.EAST  SECTION. 


Flange  width,  ,  2.30 

Web  thickness,  16 

Area  in  square  inches,  1.84 

Resistance,  2.51 

Pounds  per  foot,  6.25 


GREATEST  SECTION. 


Flange  width,  2.45 

Web  thickna'is,  31 

Area  in  square  inches,  2.44 

Resistance,  2.91 

Pounds  per  foot,  8.29 


4 

3.52 

.28 

.07 

17.58 

5 

2.81 

.23 

.11 

1 1.23 

6 

2.34 

.19 

.16 

7.80 

7 

2.00 

.16 

.22 

5.72 

11.72  8.80  7.03  135. OO 

7.49  5.62  4.49  86. 40 

5.20  3.90  3.12  60.00 

3.82  2.87  2.29  44.08 


.14 
.12 
.11 
.10 

.09 
.08 
.08 
.07 


4.38 
3.47 
2.81 
2.32 

1.96 
1.66 
1.44 
1.25 


2.92 
2.32 
1.87 
1.54 

1.31 
1.10 
.96 
.83 


2.20 
1.73 
1.40 
1.15 


.83 
.72 
.62 


1.75 
1.39 
1.13 
.92 

.78 
.66 
.58 
.50 


33.75 
26.67 
21.60 
17.85 

15. OO 
12.78 
11. 02 
9.60 


SAFE  LOADS  OF  STEEL  BEAMS. 


97 


3'  STEKL  I   BEA31S.— No.  21. 


LEAST  SECTION. 

Flango  width,  2. 40 

Wei)  thickness,  22 

Area  ill  square  inches,  2.0() 

Kesi.stanee,   l.D'J 

Pounds  per  foot,   7.00 


GREATEST  SECTION. 

Flange  width,  2.62 

Web  thickness,  44 

Area  in  square  inches,  2.72 

Resistance,  2.82 

Pounds  per  foot,  9.24 


Greiitest  safe  load  in  net  tons  evenly  distributed,  including  beam  itself. 
For  a  load  in  middle  of  beam,  allow  one-half  of  the  tabular  load. 
Dellection  f(jr  centre  load  will  be      of  ^^^^  tabular  dedection. 
Figures  in  small  type  denote  cases  where  deflection  is  excessive. 


c  - 

Is 

Addi/ioN  to  Sttfe 
Load  Jor  Each  Pound 
per  Foot  Increase. 

Greatest  Distance  in  Feet  Between 
Centres  of  Beams  of  Least  Section  for 
Distributed  Loads  as  Below. 

Divide  by  Loadp<  i  >  /. 
Foot  and  Add  to  (  . 
res})Onding  Distance 
for  Each  Pound  per  ! 

Foot  Increase  of  Beam, 

Deflect 
Inch 

100 
Pounds 
per  Sq. 
Foot. 

150 

Pounds 
2Jer  Sq. 
Foot. 

200 
Pounds 
per  Sq. 
Foot. 

250 
Pounds 
per  Sq. 
Foot. 

4 
5 

2.78 
2.23 

.22 
.17 

.09 
.14 

13.92 
8.93 

9.28 
6.95 

6.96 
4.46 

5.57 
3.58 

101.25 
64.80 

f 

1.86 
1.60 

.14 
.12 

.21 
.29 

6.20 
4.56 

4.13 
3.04 

3.10 
2.28 

2.48 
1.82 

45. OO 
33. 15 

8 
9 
lO 
1  1 

1.39 
1.24 
1.12 
1.01 

.11 
.10 
.08 
.07 

.37 
.47 
.59 
.71 

3.48 
2.75 
2.23 
1.84 

2.32 
1.84 
1.49 
L22 

1.74 
1.37 
1.12 
.91 

1.39 
1.10 
.89 
.73 

25.31 
20.00 
16. 20 
13.39 

12 
13 
14 
15 

.92 
.85 
.79 
.74 

.07 
.06 
.06 
.06 

.85 
1.00 
1.15 
1.32 

1.54 
1.31 
1.13 
1.00 

1.03 
.88 
.76 
.66 

.77 
.66 
.56 
.49 

.61 
.53 
.46 
.40 

1  1.25 
9.59 
8.27 
7.20 

3"  STEEL  I 

LEAST  SECTION. 

Flange  width,  ,  2.20 

Web  thickness,  10 

Area  in  square  inches,  1.58 

Resistance,  1.61 

Pounds  per  foot,  5.37 


BEAMS.— No.  22. 

GREATEST  SECTION. 

Flange  width,  2.35 

Web  thicknass,  .  31 

Area  in  square  inches,  2.03 

Resistance,   1.83 

Pounds  per  foot,  6.90 


4 

5 

2.26 
1 .80 

.22 
.17 

.09 

.14 

1 1.28 
7.20 

7.52 
4.80 

6.64 
3.60 

4.51 
2.88 

101.25 
64. 80 

6 

1.50 

.14 

.21 

5.00 

3.34 

2.50 

2.00 

45.  OO 

7 

1.28 

.12 

.29 

3.67 

2.45 

1.84 

1.46 

33.15 

8 

1.13 

.11 

.37 

2.82 

1.88 

1.42 

1.13 

25.31 

9 

1.00 

.10 

.47 

2.21 

1.48 

1.10 

.89 

20.00 

lO 

.90 

.08 

.59 

1.80 

1.20 

.90 

.72 

16. 20 

1 1 

.82 

.07 

.71 

1.49 

.98 

.74 

.59 

13.39 

12 

.76 

.07 

.8a 

1.26 

.84 

.64 

.50 

11.25 

13 

.70 

.06 

1.00 

1.07 

.71 

.54 

.43 

9.69 

14 

.65 

.06 

1.15 

.92 

.61 

.47 

.37 

8.27 

16 

.60 

.06 

1.32 

.80 

.53 

.40 

.32 

7.20 

98 


SAFE  LOADS  OF  IRON  CHANNELS. 


PENCOYD  IKON  CHANNELS. 

Greatest  safe  distributed  load  in  net  tons  for  least  section. 
For  increased  sections  use  coefficient  of  fifth  column. 
For  centre  loads  take  half  of  table. 


. 

S  8 

Size  in  Inches. 

■ight  in 
'sper  Foot. 

Coefficient  for 

Safe  Load 
Distributed. 

to  Coef- 
for  Each 

ease  of  a 
I  per  Foot'  \ 

Length  of  Span  in  Feet. 

SI 

4 

6 

8 

10 

12 

30 
53 

15 
15 

47.03 

oO. oo 

274.77 
223.02 

3.50 

o.OU 

27.48 
.10 

22. 30 
.10 

22.89 
.14 

18.58 
.14 

55 

13 

29.47 

158.84 

3.03 

15.88 
.11 

13.23 
.16 

31 
32 
427 

12 

J.  ^ 

12 
12 

29.70 

20.07 

on  on 

143  37 
98.05 
105.53 

2.80 
2.80 

Z.oU 

14.32 
.12 
9.81 
.12 

10.55 
.12 

11.94 
.17 

8.17 
.17 

8.78 
.17 

34 
35 

10 
10 

20.47 

1  A  07 
lO.U  / 

84.23 

r*f^  ACT' 

b7.y5 

2.33 

Z.oo 

8.42 
.15 

6.80 
.15 

7.01 
.21 

5.66 
.21 

36 
37 

9 
9 

12.70 

63.45 
47.24 

2.10 

10.57 
.06 
7.87 
.06 

7.93 
.10 

5.91 
.10 

6.35 
.16 

4.72 
.16 

5.28 
.23 

3.94 
.23 

418 
419 

8 
8 

1 Q  Pin 
10.73 

46.25 
35.80 

l.OI 

1.87 

7.70 
.07 

5.96 
.07 

5.78 
.12 

4.47 
.12 

4.63 
.18 

3.58 
.18 

3.85 
.26 

2.98 
.26 

40 
41 

7 
7 

13.70 
8.23 

39.66 
25.11 

1.63 
1.63 

6.61 
.08 

4.18 
.08 

4.95 
.13 

3.13 
.13 

3.97 
.21 

2.51 
.21 

3.30 
.30 

2.09 
.30 

42 

44 

6 
6 

10.73 
7.70 

27.63 
19.26 

1.40 
1.40 

6.90 
.04 

4,81 
.04 

4.60 
.09 

3.21 
.09 

3.45 
.15 

2.41 
.15 

2.76 
.24 

1.93 
.24 

2.30 
.35 

1.61 
.35 

412 

5 

8.23 

17.54 

1.16 

4.38 
.05 

2.92 
.11 

2.19 
.19 

1.75 
.29 

1.46 
.42 

47 

-48 

4 
4 

7.20 
5.50 

11.84 
9.31 

0.93 
0.93 

2.96 
.06 

2.32 
.06 

1.97 
.13 

1.55 
.13 

1.48 
.23 

1.16 
.23 

1.18 
.36 

0.93 
.36 

0.98 
.52 

0.77 
.52 

49 

3 

5.10 

6.35 

0.70 

1.68 
.08 

1.05 
.17 

0.80 
.31 

0.64 
.49 

0.53 

1  " 

SAFE  LOADS  OF  IRON  CHANNELS. 


99 


PENCOYD  IKON  CHANNELS. 

rigures  under  loads  in  tine  type  denote  corresponding  deflections  in  inches. 
For  balf  the  load  in  centre  this  deflection  will  be  reduced  oue-tifth.  For  spans 
iK'low  black  line  the  deflection  is  excessive. 


Lmgth  of  Span  in  Feet. 

n  Inches. 

14 

16 

18 

20 

22 

24 

26 

28 

30 

19.62 
.19 

15.93 
.19 

17.17 
.25 

13.93 
.25 

16.27 
.31 

12.39 
.31 

13.74 
.39 

11.16 
.39 

12.49 
.47 

10.14 
.47 

11.44 
.55 
9.29 
.55 

10.67 
.66 
8.68 
.66 

9.81 
.76 

7.96 
.76 

9.16 
.87 

7.43 
.87 

15 
15 

1 1.34 
.22 

9.92 
.29 

8.82 
.36 

7.94 
.45 

7.22 
.55 

6.61 
.65 

6.11 
.76 

5.67 
,81 

5.29 
1.01 

13 

10.24 
.24 

7.00 
.24 

7.53 
.24 

8.96 
.31 

6.12 
.31 

6.59 
.31 

7.97 
.39 

5.45 
.39 

5.86 
.39 

7.17 
.49 

4.91 
.49 

6.27 
.49 

6.52 
.59 

4.46 
.59 

4.80 
.59 

5.97 
.70 

4.08 
.70 

4.39 
.70 

5.51 
,82 

3.77 
.82 

4.06 
.82 

5,12 
.95 

3.50 
.95 

3.76 
.95 

4.78 
1.10 

3.27 
1.10 

3.52 
1.10 

12 
12 
12 

6.01 
.29 

4.85 
.29 

5.26 
.37 

4.24 
.37 

4.68 
.47 

3.78 
.47 

4.21 
.58 

3.40 
.58 

3.83 
.71 

3.09 
.71 

3.50 
.84 

2.83 
.84 

3.24 
.99 

2.61 
.99 

3.00 
1.14 

2.42 
1.14 

2.80 
1.31 

2.26 
1.31 

10 
10 

4.53 
.32 

3.37 
.32 

3.96 
.41 

2.95 
.41 

3.53 
.53 

2.62 
.53 

3.17 
.65 

2.36 
.65 

2.88 
.79 

2.15 
.79 

2.64 
,94 

1.97 
,94 

2.44 
1.10 

1.82 
1.10 

2.26 
1.27 

1.68 
1.27 

2.12 
1.47 

1.57 
1.47 

9 
9 

3.30 
.35 

2.55 
.35 

2.89 
.47 

2.23 
.47 

2.57 
.59 

1.99 
.59 

2.31 
.73 

1.79 
.73 

2.10 
.88 

1.63 
.88 

1.93 
1.05 

1.49 
1.05 

1.78 
1.23 

1.37 
1.23 

1.65 
1.42 

1.27 
1.42 

1.54 
1.63 

1.19 
1.63 

8 

8 

2.83 
.41 

1.79 
.41 

2.47 
.53 

1.56 
.53 

2.21 
.68 

1.40 
.68 

1.98 
.83 

1.26 
.83 

1.80 
1.00 

1.14 
1.00 

1.65 
1.20 

1.04 
1.20 

1.53 
1.42 

0.97 
1.42 

1.41 
1.63 

0.89 
1.63 

1.32 
1.87 

0.83 
1.87 

7 
7 

1.97 
.48 

1.37 
.48 

1.72 
.62 

1.20 
.62 

1.54 
.79 

1.07 
.79 

1.38 
.97 

0.96 
.97 

1.26 
1.19 

0.88 
1.19 

1.15 
1.40 

0.80 
1.40 

1.06 
1.65 

0.74 
1.65 

0.98 
1.90 

0.68 
1.90 

0.92 
2.19 

0.64 
2.19 

6 
6 

1.25 
.57 

1.09 
.74 

0.97 
.94 

0.87 
1.16 

0.80 
1.42 

0.73 
1.68 

0.67 
1.96 

0.62 
2,27 

0.58 
2.61 

5 

0.84 
.71 

0.66 
.71 

0.74 
.93 

0.58 
.93 

0.66 
1.19 

0.52 
1.19 

0.59 
1.45 

0.46 
1.45 

0.64 
1.77 

0.42 
1.77 

0.49 
2.10 

0.39 
2.10 

0.45 
2.46 

0.36 
2.46 

0.42 
2.85 

0.33 
2.85 

0.39 
3.27 

0.31 
3.27 

4 
4 

0.45 
.96 

0.40 
1.26 

0.35 
1.57 

0.32 
1.97 

0.29 
2.36 

0.26 
2.76 

0.24 
3.24 

0.22 
3,70 

0.21 
4.36 

3 

100 


SAFE  LOADS  OF  STEEL  CHANNELS. 


PEXCOYD  STEEL  CHAXXELS. 

Greatest  safe  distributed  load  in  net  tons  for  least  section. 
For  increased  sections  use  coefficient  of  fifth  column. 
For  centre  loads  take  half  of  table. 


111 

^  1 

iil 

Length  of  Span  in  Feet. 

^< 

4 

6 

S 

10 

12 

30 

CO 

53 

15 
15 

48.00 

OD.OO 

329.72 
2d  /  .62 

3.50 
3.50 

32.97 
.12 

26.76 
.12 

27.47 
.17 

22. 30 
.17 

55 

13 

30.10 

190.61 

3.03 

19. 06  16.88 
.14  .19 

31 
32 
427 

12 
12 
12 

30.30 
20.50 
zl.oO 

172.04 
117.66 
126.64 

2.80 
2.80 
2.80 

17. 20  14.33 
.15  .21 

11.77  9.80 
.15  .21 

12.64  10.55 
.15  .21 

34 
35 

10 
10 

20.90 
16.40 

101.08 
81.54 

2.33 
2.33 

10.1  1 
.17 
8.15 
.17 

8.42 
.25 

6.80 
.•25 

36 
37 

9 
9 

17.60 
13.00 

76.14 
56.69 

2.10 
2.10 

12.69 
.07 
9.45 
.07 

9.52 
.12 

7.08 
.12 

7.61 
.19 

5.67 
.19 

6.34 
.28 

4.72 
.28 

418 
419 

8 
8 

13.80 
11.00 

55.50 
42.96 

1.87 
1.87 

9.25 
.08 

7.16 
.08 

6.93 
.14 

5.37 
.14 

5.55  4.62 
.22;  .32 

4.30  3.58 
.22;  .32 

40 
41 
417 

/ 

7 

14.00 
8.40 
9.00 

47.59 
30.13 
30.41 

1.63 
1.63 
1.03 

7.93 
.09 

5.02 
.09 

5.06 
.09 

5.95 
.16 

3.76 
.16 

3.80 
.16 

4.76 
.25 

3.01 
.25 

3.04 
.25 

3.96 
.36 

2.51 
.36 

2.53 
.36 

42 

44 
41o 

6 
6 
6 

11.00 
7.90 
i.oQ 

33.16 
23.11 
21.96 

1.40 
1.40 
1.40 

8.29 

.a5 

5.78 
.0.5 

5.49 
.05 

5.52 
.10 

3.85 
.10 

3.66 
.10 

4.15 
.19 

2.88 
.19 

2.74 
.19 

3.32 
.29 

2.31 
.29 

2.20 
.29 

2.76 
.42 

1.92 
.42 

1.83 
.42 

412 
413 

5 
5 

8.40 
6.12 

21.05 
15.07 

1.16 
1.16 

5.26 
.06 

3.76 
.06 

3.51 
.13 

2.51 
.13 

2.63 
1  .87 

1  2.1  1 
.3.5 
1.51 
1  .35 

1.75 
.50 

1.25 
.50 

47 
48 
411 

4 
4 
4 

7.30 
5.60 
5.16 

14.11 
11.17 
10.36 

0.93 
0.93 
0.93 

3.53 
.07 

2.79 
.07 

2.59 
.07 

2.35 
.16 

1.80 
.16 

1.73 
.16 

1 .76 
.28 

1 .39 
.28 

1.29 
.28 

1.41 
.44 

1.12 
.44 

1.04 
.44 

1.17 
.63 

0.93 
.63 

0.86 
.63 

49 

3 

5.20 

7.62 

0.70 

1.91 
.09 

1    1.27  0. 95 
1       .21  .37 

0.76 
.58 

0.64 
.84 

SAFE  LOADS  OF  STEEL  CHANNELS. 


101 


PENCOYD  STEEL  CHANNELS. 


Figures  uiuler  loads  in  fine  tyi)e  denote  corresponding  deflections  in  inches. 
For  half  the  load  in  centre  this  detlection  will  be  reduced  oue-tifth.  For  si)ans 
l)elow  black  line  the  deflection  is  excessive. 




Length  of  Span  in  Feet. 

2 

14 

16 

18 

20 

22 

24 

26 

28 

r.o 

o 

23.55 
.23 

19.1  1 
.23 

20.60 
.30 

16.72 
.30 

18.31 
.38 

14.86 
.38 

16.49 
.47 

13.38 
.47 

14.98 
.57 

12.15 
.67 

13.73 
.67 

11.15 
.67 

12.68 
.79 

10.21 
.79 

11. 78 
.91 
9.56 
.91 

10.99 
1.05 
8.92 
1.05 

15 
15 

13.62 
.26 

1  1.91 
.35 

10.58 
.44 

9.53 
.54 

8.66 
.65 

7.94 
.78 

7.33 
.91 

6.81 
1.06 

6.35 
1.22 

13 

12.29 
.29 

8.40 
.29 

9.05 
.29 

10.75 
.37 
7.35 
.37 
7.91 
.37, 

9.55 
.47 

6.53 
.47 

7.03 
.47 

8.60 
.58 

5.88 
.58 

6.33 
.58 

7.82 
.70 

5.30 
.70 

5.75 
.70 

7.17 
.84 

4.90 
.84 

5.27 
.84 

6.61 
.99 

4.52 
.99 

4.87 
.99 

6.15 
1.15 

4.20 
1.15 

4.53 
1.15 

5.73 
1.31 

3.92 
1.31 

4.22 
1.31 

12 
12 

1  0 

7.22 
.34 

5.82 
.34 

5.44 
.38 

4.05 
.38 

6.31 
.45 

5.09 
.45 

4.76 
.50 

3.54 
.50  1 

5.61 
.57 

4.53 
.57 

4.23 
.63 

3.15 
.63 

5.05 
.70 

4.08 
.70 

3  81 
".78 
2.83 
.78 

4.59 
.85 

3.70 
.85 

3  46 
.95 

2.62 
.95 

4.21 
1.01 

3.40 
1.01 

3  17 
i.l2 

2.36 
1.12 

3.85 
1.18 

3.13 
1.18 

2.93 
1.32 

2.18 
1.32 

3.61 
1.37 

2.91 
1.37 

2.73 
1.53 

2.03 
1.53 

3.36 
1.58 

2.72 
1.58 

2.54 
1.76 

1.89 
1.76 

10 
10 

9 
9 

3  96 
.43 

3.06 
.43 

3.47 
.56 

2.68 
.56 

3.08 
.71 

2.38 
.71 

2.78 
'  .88 
2.15 
.88 

2.52 
i.06 

1.96 
1.06 

2  31 
1.26 

1.79 
1.26 

2.13 
1.48 

1 .65 
1.48 

1.98 
1.72 

1.53 
1.72 

1.85 
1.96 

1 .43 
1.96 

8 

8 

3.39 
.49 

2.15 
.49 

2.17 
.49 

2.97 
.64 

1 .88 
.64 

1.90 
.64 

2.64 
.81 

1.67 
.81 

1.69 
.81 

2.38 
1.00 
1.51 

i.oo 

1.52 
1.00 

2.16 
1.21 

1 .37 
i.21 

1.38 
1.21 

1.98 
1.44 

1  25 
1.44 

1.26 
1.44 

1.83 
1.69 

1.16 
1.69 

1.17 
1.69 

1.70 
1.97 

1.08 
1.97 

1.09 
1.97 

1.58 
2.25 

l.OO 
2.25 

l.Ol 
2.25 

7 
7 
7 

2.36 
.57 

1.65 
.57 

1.56 
.57 

2.07 
.75 

1 .44 
.75 

1.37 
.75 

1.84 
.95 

1 .28 
.95 

1.22 
.95 

1.66 
1.17 

1.16 
1.17 

I.IO 
1.17 

1.51 
1.42 

1.05 
1.42 

l.OO 
1.42 

1.38 
1.68 

0.96 
1.68 

0.92 
1.68 

1.27 
1.97- 

0.89 
1.97 

0.84 
1.97 

1.18 
2.28 

0.82 
2.28 

0.78 
2.28 

1.11 
2.63 

0.77 
2.63 

0.73 
2.63 

G 
G 

n 
U 

1.50 
.68 

1.07 
.68 

1.31 
.89 

0.94 
.89 

1.17 
1.13 

0.83 
1.13 

1.05 
1.40 

0.75 
1.40 

0.95 
1.69 

0.68 
1.69 

0.88 
2.03 

0.63 
2.03 

0.80 
2.34 

0.57 
2.34 

0.75 
2.75 

0.54 
2.75 

0.70 
3.14 

0.50 
3.14 

5 

5 

l.OO 
.86 

0.80 
.86 

0.74 
.86 

0.88 
1.13 

0.70 
1.13 

0.65 
1.13 

0.78 
1.41 

0.62 
1.41 

0.57 
1.41 

0.71 
1.76 

0.56 
1.76 

0.52 
1.76 

0.64 
2.12 

0.51 
2.12 

0.47 
2.12 

1  0.59 
1  2.52 

0.46 
'  2.52 

0.43 
2.50 

0.54 
2.97 

0.43 
2.97 

0.40 
2.97 

0.50 
3.43 

0.40 
3.43 

0.37 
3.43 

0.47 
3.92 

0.37 
3.92 

0.34 
3.92 

4 

4 

4 

0.54 
1.14 

0.47 
1.48 

0.42 
1.88 

0.38 
1  2.34 

0.34 
2.78 

0.32 
3.40 

0.29 
1  3.92 

0.27 
4.55 

0.25 
5.19 

3 

102         SAFE  LOADS  OF  IRON  AND  STEEL  BEAMS. 


PENCOYD  IRON  DECK  BEAMS. 

Greatest  safe  distributed  load  in  net  tons  for  least  section. 
For  increased  sections  use  coetfieient  of  tiftb  column. 
For  centre  loads  take  half  of  table. 


5-  S 


69 
62 
63 
64 
65 
66 

67 


10 

9 
8 
7 
0 

5 


5^ 


g  ^  s 


35.14 
27.56 
24.20 
20.56 
17.53 
14.06 
11.30 


155.83 
112.70 
87.91 
07.27 
49.39 
34.14 


2.66 
2.33 
2.10 
1.87 
1.63 
1.40 


22.47  1.67 


Length  of  Span  in  Feet. 


4 

G 

10 

12 

25.97 
.01 

19.48 
.08 

15.58 
.13 

12.90 
.18 

18.73 
.05 

14.09 
.09 

1 1.27 
.15 

9.39 
.21 

14.65 
.06 

10.98 
.10 

8.79 
.16 

7  33 
.23 

1  1.21 
.07 

8.41 
.12 

6.73 
.18 

5.01 
.20 

12.34 
.03 

3.23 
.08 

6.17 
,-.3 

4.94 
.21 

4.12 

8.54 
.04 

5.69 
.09 

4.27 
.16 

3.41 
.24 

2.851 

5.62 
.05 

3.75 
.10 

2.81 
.19 

2.25 
.29 

1.87 
.42 

STEEL  DECK  BEAMS. 


69 

Hi 

35.84 

187.10 

2.66 

62 

10 

28.12 

135.24 

2.33 

63 

9 

24.68 

105.49 

2.10 

64 

8 

20.98 

80.72 

1.87 

65 

7 

17.88 

59.27 

1.63 

66 

6 

14.35 

40.97 

1.40 

67 

5 

11.53 

26.96 

1.67 

31.18 
.04 

23.39 
.10 

^  ! 

18.71  15.59 
.15  .22 

33.81 
.03 

22.54 
.06 

16.91 
.11 

13.52 
.18 

1  1.27 
.25 

26.37 
.03 

17.58 
.07 

13.19 
.12 

10.55 
.19 

8.79 
.28 

20.18 
.03 

13.45 
.08 

10.09 
.14 

8.07 
.22 

6.73 
.32 

14.82 
.01 

9.88 
.09 

74.08 
.16 

5.93 
.25 

4.94| 

10.24 
.05 

6.83 
.10 

6.12 
.19 

4.10 
.29 

3.41 
.43 

6. 74 

.oa 

4.49 
.13 

3.37 
.22 

2.70 
.35 

2.25 
.50 

SAFE  LOADS  OF  IRON  AND  STEEL  BEAMS.  103 


PENCOYD  IRON  DECK  BEAMS. 

Figures  under  loads  in  fine  type  denote  corresponding  deflections  in  inches. 
For  half  the  load  in  centre  this'deflectiou  will  be  reduced  oue-tifth.  For  spans 
l>elow  black  line  the  deflection  is  excessive. 


Length 

of  ^pan 

in  Feet. 

n  Inches. 

14 

IG 

18 

20 

22 

24 

2G 

28 

30 

1113 
.25 

9  74 
.33 

• 

8  66 
.41 

7.79 
.51 

7.08 
.62 

6.49 
.74 

5.99 
.86 

5.57 
1.00 

5.19 

... 

Hi 

8.05 
.29 

7.04 
.37 

6.26 
.46 

5.64 
.59 

5.12 
.71 

4.70 
.84 

4.33 
.98 

4.03 
1.15 

3.76 
1.32 

10 

6.28 
.33 

5.49 
.42 

4.88 
.53 

4.40 
.65 

4.00 
.79 

3.66 
.94 

3.38 
1.10 

3. 14 
1.27 

2.93 
1.46 

9 

4  81 

M 

4.20 
.47 

3.74 
.59 

3.63 
.79 

3.06 
.88 

2.80 
1.05 

2.59 
1.24 

2.40 
1.43 

2.24 
1.64 

8 

3  53 

3.09 
.58 

2.74 
.68 

2.47 
.84 

2.25 
1.01 

2.06 
l.'?0 

1.90 
1.41 

1.76 
1.59 

1.65 
1.88 

7 

2.44 
.48 

2.13 
.62 

1.90 
.79 

1.71 
.97 

1.55 
1.17 

1.42 
1.40 

1.31 
1.64 

1.22 
1.91 

1.14 
2.19 

6 

1.61 
.57 

1.40 
.75 

1.25 
.95 

1.18 

1.02 
1.41 

0.94 
1.69 

0.86 
1.97 

0.80 
2.29 

0.75 
2.64 

5 

STEEL  DECK  BEAMS. 


13.36 
.30 

11 

69 
.39 

10.40 
.50 

9.36 
.61 

8.50 
.74 

7.80 
.88 

7.20 
1.04 

6.68 
1.20 

6.24 
1.38 

111 

9.66 
.34 

8 

45 
.45 

7.51 


6.76 
.70 

6.15 
.85 

5.64 
1.01 

5.20 
1.19 

4.83 
1.38 

4.51 
1.58 

10 

7.53 
.38 

6 

59 
.50 

5.86 
.63 

5.27 
.78 

4.80 
.95 

4.39 
1.12 

4.06 
1.32 

3.77 
1.53 

3.52 
1.76 

9 

5.77 
.43 

5 

05 
.56 

4.48 
.71 

4.04 
.88 

3.67 
1.06 

3.63 
1.30 

3.10 
1.48 

2.88 
1.72 

2.69 
1.98 

8 

4.23 
.49 

3 

70 
.64 

3.29 
.81 

2.96 
1.00 

2.69, 
1.21 

2.47 
1.44 

2.24 
1.66 

2.12 
1.97 

1.98 
2.26 

7 

2.93 
.57 

2 

56 
.75 

2.28 
.83 

2.05 
1.17 

1.86 
1.41 

1.71 
1.68 

1.58 
1.98 

1.46 
2.28 

1.37 
2.63 

6 

1.93 
.69 

1 

69 
.90 

1.50 
1.U 

1.35 
1.41 

1.23 
1.70 

1.12 
2.02 

1.03 
2.36 

0.96 
2.74 

0.90 
3.16 

5 

104        SAFE  LOADS  OF  IRON  AND  STEEL  Z  BARS. 


PENCOYD  IRON   Z  BARS. 

Greatest  safe  load  distributed  in  net  tons  lor  least  section. 
For  increased  sections  use  coetficieut  of  fifth  column. 
For  centre  loads  take  half  of  table. 


nber  of 
xiion. 

n  Inches. 

light  in 
sper  Foot. 

Coefficient  f or 
Safe  Load 
Distributed. 

to  Ooef- 
!  for  Jiach 
t'iiKe,  of  a 
I  piT  Foot. 

Length  of  Span  in  Feet. 

Size  i 

Pound 

S  ^  t  s 

4 

6 

8 

10 

12 

220 

3 

6.47 

8.72 

0.70 

2.18 
.08 

1.45 
.17 

1.09 
.31 

.872 
.49 

.727 
.70 

221 

3 

10.93 

13.06 

0.70 

3.26 
.08 

2.18 
.17 

1.63 
.31 

1.31 
.49 

1.09 
.70 

222 

4 

7.73 

13.90 

0.93 

3.47 
.06 

2.32 
.13 

1.74 
.23 

1 .39 
.37 

1.16 
.53 

223 

4 

13.20 

21.93 

0.93 

5.48 
.06 

3.65 
.13 

2.74 
.23 

2.19 
.37 

1.83 
.53 

224 

4 

18.43 

28.28 

0.93 

7.07 
.06 

4.71 
.13 

3.53 
.23 

2.83 
.37 

2.36 
.53 

225 

5 

11.20 

24.54 

1.16 

6.13 
.05 

4.09 
.10 

3.07 
.19 

2.45 
.29 

2.04 
.42 

226 

5 

17.43 

35.51 

1.16 

8.88 
.05 

5.92 
.10 

4.44 
.19 

3.55 
.29 

2.96 
.42 

227 

6 

23.20 

44.19 

1.16 

1 1.05 
.05 

7.36 
.10 

5.52 
.19 

4.42 
.29 

3.68 
.42 

228 

6 

15.30 

39.38 

1.40 

9.84 
.04 

6.56 
.09 

4.92 
.16 

3.94 
.24 

3.28 

229 

6 

22.27 

53.90 

1.40 

13.47 
.04 

8.98 
.09 

6.74 
.16 

5.39 
.24 

4.49 
.35 

230 

6 

28.80 

65.52 

1.40 

16.38  10.92 
.04  .09 

8.19 
.16 

6.55 
.24 

5.46 

STEEL    2j  bars. 


220 

3 

6.60 

10.46 

0.70 

2.61 
.09 

1.74 
.21 

1.31 
.37 

1.05 
.59 

.872 
.84 

221 

3 

11.15 

15.67 

0.70 

3.92 
.09 

2.61 
.21 

1.96 
.37 

1.57 
.59 

1.30 
.84 

222 

A 

7.88 

16.68 

0.93 

4.17 
.07 

2.78 
.16 

2.08 
.28 

1.67 

.44 

1.39 
.63 

223 

4 

13.46 

26.32 

0.93 

6.58 
.07 

4.39 
.16 

3.29 
.28 

2.63 
.44 

2.20 
.63 

224 

4 

18.80 

33.94 

0.93 

8.48 
.07 

5.66 
.16 

4.24 
.28 

3.39 
.44 

2.83 
.63 

225 

5 

11.42 

29.45 

1.16 

7.36 
.06 

4.91 
.13 

3.68 
.22 

2.94 
.35 

2.45 
.50 

226 

5 

17.78 

42.61 

1.16 

10.65 
.06 

7.10 
.13 

5.32 
.22 

4.26 
.35 

3.55 
.50 

227 

5 

23.66 

53.02 

1.10 

13.25 
.C6 

8.84 
.13 

6.63 
.22 

5.30 
.35 

4.42 
.50 

228 

6 

15.61 

47.26 

1.40 

1 1.81 
.05 

7.88 
.10 

5.91 
.19 

4.73 
.29 

3.94 
.42 

229 

6 

22.71 

64.68 

1.40 

16.17 
.05 

10.78 
.10 

8.08 
.19 

6.47 
.29 

5.39 
.42 

230 

6 

29.37 

78.62 

l.iO 

19.65  13.10 
.05  .10 

9.83 
.19 

7.86 
.29 

6.55 
.42 

SAFE  LOADS  OF  IRON  AND  STEEL  Z  BARS. 


105 


PENCOYD  IROX    Z  BARS. 

Figures  under  loads  in  line  type  denote  corresponding?  dellections  in  inches. 
For  hall"  the  loail  in  centre  this'dellection  will  be  reduced  one-tilth.  For  spans 
to  the  right  of  black  line  the  deflection  is  excessive. 


Length  of  Span  in  Feet. 

Size  in  Inches. 

14 

16 

18 

20 

22 

24 

2G 

28 

30 

.Q22 

545 

484 

436 

396 

363 

.335 

311 

290 

3 

.95 

1.24 

1.57 

1.94 

2.36 

2.81 

3.29 

3.81 

4.37 

.932 

816 

725 

653 

593 

544 

.502 

466 

436 

3 

.95 

1  24 

1.57 

1.94 

2.36 

2.81 

3.29 

3.81 

4.37 

.992 

869 

772 

695 

631 

579 

.534 

496 

463 

4 

.72 

.94 

1.18 

1.46 

1.77 

2.11 

2.47 

2.87 

3.29 

1.57 

1 

37 

1 

22 

1 

10 

996 

912 

.843 

783 

731 

4 

.72 

.94 

1.18 

1.46 

1.77 

2.11 

2.47 

2.87 

3.29 

2.02 

1 

77 

1 

57 

1 

41 

1 

28 

1 

18 

1.09 

1 

01 

942 

4 

.72 

.94 

1.18 

1.46 

1.77 

2.11 

2.47 

2.87 

3.29 

1.75 

1 

53 

1 

36 

1 

23 

1 

11 

1 

02 

.943 

876 

818 

5 

.57 

.75 

.95 

1.17 

1.41 

1.68 

1.98 

2.30 

2.63 

2.54 

2 

22 

1 

97 

1 

77 

1 

61 

1 

48 

1.36 

1 

27 

1 

18 

5 

.57 

.75 

.95 

1.17 

1.41 

1.68 

1.98 

2.30 

2.63 

3.16 

2 

76 

2 

45 

2 

21 

2 

Ol 

1 

84 

1.70 

1 

58 

1 

47 

5 

.57 

.75 

.95 

1.17 

1.41 

1.68 

1.98 

2.30 

2.63 

2.81 

2 

46 

2 

19 

1 

97 

1 

79 

1 

64 

1.51 

1 

41 

1 

31 

6 

.48 

.62 

.79 

.98 

1.18 

1.40 

1.64 

1.91 

2.19 

3.85 

3 

37 

2 

99 

2 

70 

2 

45 

2 

24 

2.07 

1 

92 

1 

80 

G 

.48 

.62 

.79 

.98 

1.18 

1.40 

1.64 

1.91 

2.19 

4.68 

4 

lO 

3 

64 

3 

28 

2 

98 

73 

2.52 

2 

.34 

2 

18 

6 

.48 

.62 

.79 

.98 

1.18 

1.40 

1.64 

1.91 

2.19 

STEEL   2j  bars. 


.747 

.653 

.581 

.523 

.475 

435 

.402 

373 

348 

1.14 

1.49 

1.88 

2.33 

2.83 

3.37 

3.95 

4.57 

5.24 

1.12 

.978 

.870 

.783 

.712 

652 

.602 

559 

518 

1.14 

1.49 

1.88 

2.33 

2.83 

3.37 

3.95 

4.57 

5.24 

1.19 

1.04 

.926 

.834 

.758 

695 

.641 

595 

566 

.86 

1.13 

1.42 

1.75 

2.12 

2.53 

2.96 

3.44 

3.95 

1,88 

1.64 

1.46 

1.32 

1.20 

1 

lO 

l.Ol 

940 

847 

.86 

1.13 

1.42 

1.75 

2.12 

2.53 

2.96 

3.44 

3.95 

2.42 

2.12 

1.88 

1.70 

1.54 

1 

41 

1.31 

1 

21 

1 

13 

.86 

1.13 

1.42 

1.75 

2.12 

2.53 

2.96 

3.44 

3.95 

2.10 

1.84 

1.64 

1.47 

1.34 

1 

23 

1.13 

1 

05 

981 

.68 

.90 

1.14 

1.40 

1.69 

2.02 

2.38 

2.76 

3.16 

3.04 

2.66 

2.37 

2.13 

1.94 

. 

77 

1.64 

1 

52 

1 

42 

.68 

.90 

1.14 

1.40 

1.69 

2.02 

2.38 

2.76 

3.16 

3.79 

3.31 

2.94 

2.65 

2.41 

2 

21 

2.04 

1 

89 

1 

77 

.68 

.90 

1.14 

1.40 

1.69 

2.02 

2.38 

2.76 

3.16 

3.37 

2.95 

2.62 

2.36 

2.15 

1 

97 

1.81 

1 

69 

1 

57 

.58 

.74 

.95 

1.18 

1.42 

1.68 

1.97 

2.29 

2.63 

4.62 

4.04 

3.59 

3.23 

2.94 

2 

69 

2.49 

2 

31 

2 

16 

.58 

.74 

.95 

1.18 

1.42 

1.68 

1.97 

2.29 

2.63 

5.61 

4.92 

4.37 

3.93 

3.57 

3 

27 

3.02 

2 

81 

2 

.62 

.58 

.74 

.95 

1.18 

1.42 

1.68 

1.97 

2.29  1 

2.63 

106 


FLOOR  BEAMS. 


FLOOR  BEAMS  OF  IRON  OR  STEEL. 

The  proper  spacing  of  beams  depends  on  the  amount  and 
character  of  load  and  the  length  of  span.  Permissible  de^ 
flection  as  well  as  positive  strength  must  be  considered.  II 
the  load  is  motionless,  and  especially  if  the  span  is  small 
in  comparison  with  the  depth  of  beam,  it  will  be  safe  to 
proportion  the  beams  for  the  "greatest  safe  loads,"  as  in 
preceding  tables. 

If,  on  the  contrary,  the  floors  are  subject  to  vibration,  or 
the  action  of  moving  loads,  and  especially  if  the  span  is 
great  in  proportion  to  depth  of  beam,  it  becomes  neces- 
sary to  consider  the  deflection,  which  may  become  so  great 
as  to  be  a  source  of  injury  to  the  structure.  It  is  considered 
good  practice  to  limit  the  deflection  to  3V  of  an  inch  per 
foot  of  span,  or  the  total  deflection  not  to  exceed  part 
of  the  span.  For  I  beams  subjected  to  the  loads  given  in 
the  tables,  this  deflection  usually  occurs  when  the  depth  of 
the  beam  is  about  of  the  span  for  iron  beams,  or  about 
2V  of  the  span  for  steel  beams.  The  preceding  tables  indi- 
cate for  each  beam  this  limitation  for  deflection.  Those  in 
heavy  type  above  the  dark  line  deflect  less,  and  those  in 
fine  type  below  the  same  line  deflect  more  than  of 
the  span.  If  the  spans  are  unusually  long,  it  is  best  to  re- 
duce the  deflection  below  this  limit,  and  then  it  is  best  to 
maintain  the  depth  of  the  beam  not  less  than  2V  of  the 
span.  It  has  been  demonstrated  that  the  greatest  mass  of 
men  that  can  be  packed  on  any  floor  will  not  exceed  in 
weight  80  lbs.  per  square  foot.  The  weight  of  the  iron  beams 
will  depend  on  the  span,  for  which  see  a  general  rule  farther 
on.  If  brick  arches  are  laid  between  the  beams,  the  weight 
of  a  4^^  course  of  brick,  including  the  concrete  filling,  will 
be  about  70  lbs.  per  square  foot. 

Within  the  limits  of  practicable  spans  for  rolled  I  beams, 
it  will  be  found  that  a  floor  is  safe  for  a  packed  mass  of  men 
when  the  beams  are  not  strained  above  the  "  greatest  safe 
load    of  the  tables,  under  the  following  rating : 

I  beam  joists  with  wooden  floor  =  100  lbs.  per  sq.  foot. 
Wooden  floor  and  plastered  ceilings  =  110  " 
brick  arches  and  concrete  filling  =  150  " 


FLOOR  BEAMS. 


107 


These  fiixiires  represent  tlie  total  weight  of  tloor  itself  and 
the  imposed  load. 

Floors  proportioned  as  follows  for  <iiven  purposes  will  be 
satisfactory.  The  weight  of  the  material  may  be  included 
in  the  figures. 


Character  of  Floor. 

Load  per  Square  Foot, 

100  lbs. 
150  " 
200  *' 
200  " 
250  " 
250  " 
300  to  500  lbs. 

Warehouses  in  wliidi  heavy  jnecos  are  moved,  .  .  .  . 

RULE  FOR  THE  WEIGHT  OF  FLOOR  BEAMS. 

Tlu»  following  rule  gives  a  close  approximation  to  the 
actual  weight  of  floor  beams,  wdien  the  beams  are  propor- 
tioned according  to  the  tables. 

For  iron  I  ^^^^^  P^'"  X  square  of  span  in  ft.  _  Il)s.  of  iron  beams 

\  850  X  depth  of  beam  in  ins.  per  sq.  ft.  of  floor. 

or 

For  steel  !  ^^^^^       ^H-  ^*-_A"J]^^^^  square  of  span  in  ft.  _  lbs.  of  steel  beams 
}  1000">Oieptirof  beaui  hfins^  per  sq.  ft.  of  floor. 

Entinplr. — A  floor  of  IG  feet  span  bears  200  lbs.  per  sq.  ft., 

required  the  weight  of  floor  beams  if  12^^  beams  are  used. 

200  X  256  ^  5  lbs.  per  sq.  ft.    I     200  X  250  ^  4.8  lbs.  })er  sq.  ft. 
850  X   12      of  iron  beams.    |   looo  X   12       of  steel  beams. 

To  th(^  foregoing  must  be  added  the  weight  of  the  ends  of 
the  beams  built  into  the  supports,  or  a  length  at  each  end 
about  the  same  as  the  depth  of  the  beam.  The  following 
table  gives  the  weights  of  steel  and  iron  beams  per  square 
f(jot  of  floor,  for  a  load  of  100  lbs.  per  square  foot,  the  beams, 
as  in  the  preceding  tables,  subject  to  a  stress  of  14,000  lbs. 
per  S(iuare  inch  for  iron,  or  10,800  lbs.  for  steel.  For  greater 
floor  loads  the  weight  of  beams  increases  in  direct  proportion. 
Thus,  for  a  floor  to  carry  200  lbs.  per  square  foot,  the  weight 
of  floor  beams  will  be  twice  that  of  the  table.  Also,  if  the 
floor  beams  are  proportioned  for  a  lower  fibre  stress,  the 
weight  of  beams  wiW  increase  in  inverse  ratio. 

Thus,  if  the  fibre  strain  allowed  is  12,000  lbs.  per  square 
inch,  the  w^eight  of  beams  will  be  increased  as  12  to  14,  or 
one-sixth  heavier  than  the  table. 


108 


FLOOR  BEAMS. 


PENCOYO    X  BEAMS. 

LEAST  WEIGHT  OF  FLOOR  BEAMS  IN  POUNDS, 

For  each  square  foot  of  floor,  including  ends  at  supports,  based  on  a  load  of 
100  pounds  per  square  foot  of  floor. 

For  heavier  loads,  the  weights  of  beams  are  proportionately  increased. 


Size  of 
I 

Beam. 


15  ins. 
12  ins. 
lOJ  ins. 
10  ins. 

9  ins. 

8  ins. 

7  ins. 

6  ins. 

5  ins. 

4  ins. 

3  ins. 


Mate- 
rial. 


Iron. 
Steel. 


Iron. 
Steel. 


Iron. 
Steel. 


Iron. 
Steel. 


Iron. 
Steel. 


Iron. 
Steel. 


Iron. 
Steel. 


Iron. 
Steel. 


Iron. 

Steel. 


Iron. 

Steel. 


Iron. 
Steel. 


Clear  Span  of  Beams  in  Feet. 


10 


12 


16 


1.11  1.33  1.75 
0.94i  1.19:  1.49 

1.14}  1.59!  2.14 
0.97j  1.35'  2.00 

1.22  1.72^  2.28 
1.04|  1.47j  1.90 

1.3o!  1.83[  2.45 
1.09  1.59;  2.06 


0.92  1.38|  1.96'  2.62 
0.78|  1.17  1.65  2.22 


18  20 


1.02!  1.54 
0.86  1.30 


2.18  2.92 
1.86|  2.47 


2.23 
1.90 

2.74' 
2.32 

i 

2.95 
2.51 

3.15 
2.55 

3.38 
2.79 


2.79  3.40  4.08 
2.37  2.89;  3.47 


3.42 
2.90 


4.15 
3.55 


5.04 
4.33 


3.691  4.53 
3.14 


5.43 


3.85 


4.62 


3.95i  4.83  5.81 


3.32  4.13 


4.24  5.20|  6.25 
5.34 


3.58  4.38 


3.76 


3.19 


1.15  1.75  2.47  3.32  4.25 
0.96  1.46'  2.O7IT79 


1.32!  2.02!  2.87 
1.12'  1.71  2.42 


1.58  2.40 
1.291  1.99 


1.84 


2.44 
2.08 


2.84 
2.41 


3.78 
3.21 


3.41 
2.83 


4.05 
3.43 


5.40 
4.58 


3.86 
3.2(] 


4.59 
3.86 


5.45 
4.64 


7.31 
6.23 


3.61 


5.00 
4.22 


5.10 
4.93 


4.74|  5.81 
4.91 


6.63 
5.56 


7.72 
6.51 


4.89 


6.99 
5.90 


8.00 
6.71 


28 


4.81  5.616.46 
4.09!  4.76  5.53 


5.92  6.91|  7.99 
6.73 


5.06 


6.43 
5.44 


6 

5.78 


7.40 
6.26 


8.29 
7.00 


7.51 
6.34 


8.02 
6.75 


4.00 


5.41 

4.53 


6.29 
5.31 


7.49 
6.22 


The  figures  above  the  dark 
line  are  for  beams  and  corre- 
sponding spaces  with  deflec- 
tions less  than  part  of  the 
span. 


8.67 
7.37 


FLOOR  BEAMS. 


109 


FLOORING  MATERIAL. 

For  lire-proof  floorin*;,  the  space  between  the  floor  beams 
may  be  spanned  with  brick  arches,  or  with  hollow  l)rick 
made  especially  for  the  purpose,  the  latter  being  much 
lighter  than  ordinary  brick. 

Arches  4  inches  deep  of  solid  brick  weigh  about  70  lbs.  per 
square  foot,  including  the  concrete  leveling  material,  and 
substantial  floors  are  thus  made  up  to  6  feet  span  of  arch, 
or  much  greater  span  if  the  skew  backs  at  the  springing  of 
the  arch  are  made  deeper,  the  rise  of  the  arch  being  prefer- 
ably not  less  than  j\  of  the  span.  Hollow  brick  for  floors 
are  usually  in  depth  about  J  of  the  span,  and  are  used  up  to, 
and  even  exceeding,  spans  of  10  feet.  The  weight  of  the 
latter  material  will  vary  from  20  lbs.  per  square  foot  for  3  feet 
spans  up  to  60  lbs.  per  square  foot  for  spans  of  10  feet.  Full 
particulars  of  this  construction  are  given  by  the  manufac- 
turers. For  supporting  brick  floors  the  beams  should  be 
securely  tied  with  rods  to  resist  the  lateral  pressure. 

TIE  RODS  FOR  BEAMS  SUPPORTING  BRICK 
ARCHES. 

The  horizontal  thrust  of  brick  arches  is  as  follows  : 
1  5  WS  '^ 

- — — —  =  pressure  in  lbs.  per  lineal  foot  of  arch. 

W=  load  in  lbs.  per  square  foot. 
S  =  span  of  arch  in  feet. 
R  =  rise  in  inches. 
Place  the  tie  rods  as  low  through  the  webs  of  the  beams 
as  possible,  and  spaced  so  that  the  pressure  of  arches  as 
obtained  above  will  not  produce  a  greater  stress  than  15,000 
lbs.  per  square  inch  of  the  least  section  of  the  bolt. 

Example. — The  beams  supporting  an  arched  brick  floor 
are  5  feet  apart,  and  the  rise  of  the  arches  is  6  inches.  The 
total  weight  of  floor  and  load  equals  150  lbs.  per  square  foot. 

Then  1-5  X  150  X  25^       ^       pressure  per  lineal  foot  of 
o 

arch.  If  1-inch  screw  bolts  are  used,  which  have  an  effective 
section  of  j%  square  inches,  then  .6  X  15,000  =  9,000  lbs., 
which  is  the  greatest  load  the  bolt  should  be  allowed  to 


110  FLOOR  BEAMS. 

sustain,  and         =9.6  feet  =  greatest  distance  apart  of  the 

Vol  .0 

43olts ;  or,  in  same  manner,  we  would  find  5.3  feet,  if  |-inch 
tie  rods  are  used. 

Ordinarily  it  will  be  found  necessary  to  limit  the  spacing 
of  the  tie  rods  to  avoid  excessive  bending  stress  on  the 
outer  beams  of  the  floor,  or  to  prevent  this  bending  stress 
being  transferred  to  the  Avails  of  the  building. 

The  ability  of  the  outer  beams  to  resist  the  horizontal 
bending  action  caused  by  the  pressure  of  the  arches  is  de- 
termined  as  follows : 

LATERAL  STRENGTH  OF  BEAMS. 

The  resistance  to  a  force  acting  at  right  angles  to  the  web, 
or  in  the  direction  of  the  flanges,  is  as  follows,  based  on 
fibre  stresses  of  14,000  lbs.  for  continuous  iron  beams,  or  one- 
fifth  more  for  continuous  steel  beams  : 

W  =  l^O^^i^for  iron  I  beams. 
W=  ^^^for  steel  I  beams. 
W=  ^^foY  iron  channels. 
W  =  i^SOJ^      g^^^^  channels. 
W  =  2550^  for  iron  angles. 
•  W  =3  2760  -4 for  steel  angles. 

JL/ 

W=  safe  load  distributed  in  pounds,  A  =  sectional  area 
of  beam  in  square  inches,  F  =  width  of  flange  in  inches, 
L  =  length  between  supports  in  feet. 

Knowing  the  pressure  per  lineal  foot  and  requiring  dis- 
tance L  between  tie  bolts,  the  foregoing  equations  become 

L  =  in  which  tu  =  lateral  pressure  in  pounds  per 

\  to 

lineal  foot.  C=  either  of  the  coefficients  in  the  previous 
equations.  If  the  concrete  between  the  beams,  or  the  brick 
w^ork,  was  a  free  mass  with  no  power  to  transfer  the  pressure 
over  some  extent,  it  would  then  be  necessary  not  to  exceed  the 
length  L  as  obtained  above ;  but  as  in  practice  this  is  not  the 
case,  the  spacing  L  is  not  imperative,  but  is  useful  as  a  guide. 


BUCKLED  PLATES. 


Ill 


BUCKLED  PLATES. 

Bucklod  i>lates  are  ut^uiilly  made  three  feet  square  and 
from  one-(iiiarter  inch  to  one-half  inch  thick,  of  iron  or  soft 
steel.  They  can  be  made  of  any  desired  size  or  thickness, 
or  extended  length,  having  several  buckles  in  a  single  i^late. 

They  are  usually  riveted  to  the  supi)orting  beams,  and  the 
transverse  joint  sux)ported  by  a  X  or  other  suitable  section, 
as  indicated  on  the  cut. 

Experiment  shows  considerable  advantage  by  having  the 
edges  properly  secured. 

Buckled  plates,  if  used  inverted— that  is,  with  the  buckle 
suspended— develop  from  three  to  four  times  as  much 
strength  as  if  used  as  shown  in  sketch. 


112 


BUCKLED  PLATES. 


The  strength  of  buckled  plates  may  be  given  by  the  fol- 
lowing formula :  ^' 

_  WOkhd  —  0  ,175  gl'^ 
~~  6h  +  15t 

B  —  total  concentrated  load  in  pounds. 
g  =  uniform  load  in  pounds  per  square  foot. 
h  ==  depth  of  buckle  in  inches. 
I  =  length  of  buckle  in  inches. 
/  =  thickness  in  inches. 

Ic  =  permissible  stress  in  pounds  per  square  inch. 

If  we  assume  g  =  120  lbs.  per  square  foot,  and  k  =  6,000 
lbs.  per  square  inch,  we  get  the  following  values  for  Z>,  for 
various  dimensions  of  plates  : 


TOTAL    CONCENTRATED    LOAD    IN    POUNDS,    ALLOWING    FOR  A 
DISTRIBUTED  LOAD  OF  120  POUNDS  PER  SQUARE  FOOT. 


Size  of  Plate. 

36  Inches 
Square. 

42  Inches 
Square. 

48  Inches 
Square. 

54  Inches 
Square. 

60  Inches 
Square. 

Thickness 
in  Inches. 

2  Inches  Depth  of  Buckle. 

1 

¥ 
5 

1  6 
3 
8 
7 

T6 
1 
2 

4350 
6500 
9000 
11700 
14700 

4200 
6350 
8800 
11500 
14400 

4000 
6100 
8550 
11200 
14100 

3800 
5900 
8300 
10900 
13800 

3550 
5600 
8000 
10600 
13400 

2^  Inches  DejHh  of  Buckle. 

1 

¥ 
5 
T6 
3 
8 
7 

1  6 
1 

2 

4600 
7000 
9750 
12750 
16050 

4500 
6850 
9550 
12550 
15850 

4350 
6650 
9350 
12350 
15600 

4200 
6450 
9100 
12050 
15300 

4000 
6250 
8850 
11750 
15000 

3  Inches  Dejdh  of  Buckle. 

1 

5 

T6 

1 

1 

2 

4850 
7350 
10250 
13550 
17100 

4750 
7250 
10150 
13350 
16900 

4600 
7050 
9950 
13150 
16700 

4450 
6900 
9750 
12950 
16450 

4300 
6700 
9500 
12700 
16150 

*  Winkler,  "  Querconstructionen,"  Vienna,  1884, 


BUCKLED  PLATES. 


113 


The  formula  shows  that  the  concentrated  load  and  the 
total  uniform  load  are  independent  of  I.  This,  of  course,  is 
only  correct  as  long  as  the  buckled  plate  is  not  subject  to  local 
deformations,  say  within  the  limits  given  in  the  previous 
table.  The  total  uniform  load  a  buckled  plate  can  carry, 
follows  from  the  above  formula  as  : 
P  =  -\kht. 

If  we  assume  k  =  0,000  lbs.  per  square  inch,  we  get  the 
following  : 


TOTAL  UNIFORMLY  DISTRIBUTED  LOAD  ON  ANY   SIZE    PLATE  OF 
GIVEN  THICKNESS  AND  DEPTH  OF  BUCKLE. 


Depth  of  Buckle. 

2  Inches. 

2^  Inches. 

3  Inches. 

Thickness  of  Plate 
in  Inches. 

Total  Loads  in  Pounds. 

1 

3 

s 
1 

12000 
15000 
18000 
21000 
24000 

15000 
18750 
22500 
26250 
30000 

18000 
22500 
27000 
31500 
36000 

The  loads  in  foregoing  tables  can  be  applied  to  plates  of 
wrought  iron  or  softest  steel. 


WEIGHT  OF  IRON  BUCKLED  PLATES  THREE  FEET  SQUARE.  FOR 
STEEL  ADD  2  PER  CENT. 


Thickness 
of  Plate  in 
Inches. 

Weight  of 
One  Plate  in 
Pounds. 

Size  and  Weight  of  T . 

Weight  in 
Pounds  per 
Square  Foot 

of  Floor. 

6- 

4x2  T  =  20  lbs. 

1 

¥ 

90 

4x2  T  =  20 

12 

5 

112 

4x3  T  =  25 

15 

3 

136 

4x3iT  =  30 

18 

157 

4x4  T  =  35  " 

22 

1 

1 

180 

4x4JT  =  40  " 

25 

114 


CORRUGATED  FLOORING. 


Fencoyd  Corrugafed  Flooring. 


PENCOYl)  CORRUGATED  FLOORING. 


115 


PP^XCOYD  COIIKUGATED  FLOORING. 

Sections  Nos.  2(>0,  210  aiul  JdO  are  extensively  used  for  floors  of  bridges  and 
Iniildings.  No.  210  is  generally  used  in  buildings  ;  Nos.  209  and  200  are  used 
for  briilge-floors. 

The  following  table  gives  the  weights  and  strength  for  dillerent  thicknesses 
of  each  section : 

WEIGHT  AND  STRENGTH  OF  CORRUGATED  FLOORING. 


Section  Number. 

Flange  Thick- 
ness in  Inches, 

Web  Thickness 
in  Inches. 

Weight  ia  Pounds 
2>er  Square  Foot. 

Resistance 
per  Foot  of  Width. 

Coefficient  for  Distrib- 
uied  Load  in  Tons, 
per  Foot  of  Width. 

Iron. 

Steel. 

Iron. 

Steel. 

209 

\ 

24.8 

11.6 

46.4 

209 

1  tT 

27.8 

13.1 

52.4 

209 

'8 

30.7 

14.6 

58.4 

209 

\\ 

33.6 

16.'l 

64.4 

209 

:} 
s 

36.6 

17.7 

70.8 

210 

a 

14.5 

14.8 

4.4 

17.6 

22.0 

210 

18.0 

18.4 

5.5 

22.0 

27.5 

210 

21.5 

21.9 

6.6 

26.4 

33.0 

210 

25.0 

25.5 

1.1 

31.0 

38.7 

210 

1 

28.5 

29.1 

8.9 

35.6 

44.4 

260 

i 

19.6 

20.0 

10.5 

42.0 

52.5 

260 

1 

4 

23.1 

23.6 

13.2 

52.8 

66.0 

260 

1 

4 

26.6 

27.1 

15.9 

63.6 

79.5 

260 

% 

\ 

30.1 

30.7 

18.6 

74.4 

93.0 

260 

% 

26.0 

26.5 

14.3 

57.2 

71.5 

260 

29.5 

30.1 

17.0 

68.0 

85.0 

260 

33.0 

33.7 

19.7 

78.8 

98.5 

260 

\ 

36.5 

37.2 

22.4 

89.6 

112.0 

260 

"> 

28.8 

29.4 

15.3 

61.2 

76.5 

260 

« 

32.3 

32.9 

18.1 

72.4 

90.5 

260 

% 

35.8 

36.5 

20.9 

83.6 

104.5 

260 

\ 

39.3 

40.1 

23.7 

94.8 

118.5 

The  resistance  and  coefficients  for  distributed  loads  in  tons  are  for  each  foot 
in  width ;  the  latter  for  fibre  stress  of  12,000  pounds  for  iron,  and  15,000  pounds 
for  steel,  per  square  inch.  To  find  the  load  for  any  span,  divide  the  coeflScient 
by  the  length  of  span  in  feet;  the(iuoticnt  is  the  distributed  load  in  tons, 
which  produces  fibre  stress  on  the  mat  erial,  as  aforesaid. 

The  following  tables  give  safe  loads  for  varying  thickness  of  each  section, 
based  on  the  fibre  stresses  aforesaid. 


116  LOADS  FOR  CORRUGATED  FLOORING. 


PENCOYD  IRON  CORRUGATED  FLOORING. 

Loads  in  pounds  per  sq.  ft.  of  floor  for  a  fibre  stress  of  12,000  lbs.  per  sq.  inch. 

The  figures  in  small  type  under  the  load  in  pounds  are  the  corresponding 
centre  deflections  in  inches.  Those  to  the  right  of  the  dark  line  are  where 
the  centre  deflection  exceeds       part  of  the  span. 

Section  No.  210. 


6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

978 

718 

550 

435 

352 

291 

244 

208 

180 

156 

138 

.12 

.17 

.22 

.28 

.34 

.42 

.50 

.58 

.68 

.78 

.88 

1222 

898 

688 

543 

440 

364 

306 

260 

224 

196 

172 

.12 

.17 

.22 

.28 

.34 

.42 

.50 

.58 

.68 

.78 

.88 

1467 

1078 

825 

652 

528 

436 

367 

312 

269 

235 

206 

.12 

.17 

.22 

.28 

.34 

.42 

.50 

.58 

.68 

.78 

,88 

1722 

1265 

969 

765 

620 

512 

431 

367 

316 

276 

242 

.12 

.17 

.22 

.28 

.34 

.42 

.50 

.58 

.68 

-.78 

.88 

1978 

145^ 

1113 

879 

712 

688 

494 

421 

363 

316 

278 

.12 

.17 

.22 

.28 

.34 

.42 

.50 

.58 

.68 

.78 

.88 

Section  No.  209. 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

14501146 

928 

767  644 

549 

473 

412 

363 

321 

286 

.15 

.19 

.23 

.28 

.33 

.39 

.  .45 

.52 

.59 

.66 

.74 

1638 

129411048 

866 

728 

620 

535 

470 

409 

363 

323 

.15 

.19 

.23 

.28 

.33 

.39 

.45 

.52 

.59 

.66 

.74 

1826 

1442 

1168 

965 

811 

691 

596 

619 

456 

404 

360 

.15 

.19 

.23 

.28 

.33 

.39 

.45 

.52 

.59 

.66 

.74 

2013 

1590  1288 

1064 

894 

762 

657 

572 

503 

446 

398 

.15 

.19 

.23 

.28 

.33 

.39 

.45 

.52 

.59 

.66 

.74 

2213 

1748il416 

1170 

983 

838 

723 

629 

653 

490 

437 

.15 

.19 

.23 

.28 

.33 

.39 

.45 

.52 

.59 

.66 

.74 

SPAN   IN  FEET. 


Section  No.  260. 


1313 
.13 
1650 
.13 


10 


1037 
.17 
1304 
.16 

19881157011272 
.13;      .16i  .20 
2325  1837, 1488 
.12      .15  .19 


840 
.21 

1056 
20 


1788  1412 

.13  .17 
2125 1679 

.13  .17 
2462  1946 

.12|  .16 
2800  2212 

.12;  .15 

1913  161 1 

.121  .16 
2263  1788 

.12;  .15 
2613  2064 

.12  .15 
2963  2341 

.12  .15 


11  12 


694 
.26 
873 
.24 
1051 
.24 
1230 
.23  i 


683 

.31 
733 

.29 
883 

.28 
1033 

.27 


13 


497 

.36 
626 

.34 
753 

.33 
880 

.32 


1144    9461   794  677 

.21       .251      .291  .34 

1360;il24i   944!  806 

.21       .25      .29  .33 

1676  1302  1094  933 

20  .24  .28  .32 
1792  1481  1244  1060 

18       .22       .261  .31 


14 


15  16 


429 

.42 
539 

.40 
649 

.38 
769 

.37, 

684' 
.39 

694' 
.38 

804 
.37 

914 


1224  1012    860l  724 

.20      .24       .28!  .33 

1448  1 197  1006;  851 

.19     ..23       .28  .33 

1672  1382  1 16l|  989] 

.19|  .23  .27  .32j 
1896|l667il317;il22| 

.18i      .22!      .261  .31! 


624 
.38 

734 
.38; 

853 
.37 

967 


373 

.48 1 
469 

.46 
565 

.44 
661 

.43 

508 
.45 

604 
.44 

700 
.42, 

796: 

.«j 

644i 

.441 
644 

.44 
743 

.43 
843 

.41 


328 

.54 
413 

.52 
497 

.50 
681 

.49 

447| 
.5lL 

631! 

.501 
616 

.48 
700 

.46 

478 

.50 
666 

.50 
663 

.49 
741 

.461 


LOADS  FOR  CORRUGATED  FLOORING. 


117 


PENCOYO  STEEL  CORRUGATED  FLOORING 

Loads  in  pounds  per  Sij.  ft.  of  Hoor  for  a  fibre  stress  of  15,000  lbs.  per  sq.  inch. 
The  figures  in  small  tyjto  under  the  load  in  pounds  are  the  correspond in«^ 

centre  detlect ions  in  inches.    Those  to  the  right  of  the  dark  line  are  where 

the  centre  deflection  exceeds       part  of  the  span. 

Section  No.  210. 


Weight 
of  Mate- 
rial per 
Sq.  Foot. 

14:8 

18.4 
21  9 
25.5 
29.1 


SPAN  IN  FEET. 


6 

7 

_8 

_10 

11 

12  J 

1:? 

15 

IC 

1222 

898 

688 

543' 

440 

364 

306| 

260 

224' 

196 

172 

.15 

.21 

.28 

.35 

.43: 

.52 

.62 

.73 

.84 

.97 

1.10 

1528 

1  122 

859 

679 

650 

455 

382 

325 

28  1 

244 

215 

.15 

.21 

.28 

.35 

.43 

.52 

.621 

.73 

.84 

.97 

1.10 

1833 

1347 

1031 

815 

660 

545 

458 

39  I 

337 

293 

258 

.15 

.21 

.28 

.35 

.43 

.52 

.73 

.84] 

.97 

1.10 

2150  1679 

1209 

956 

774 

640 

5331 

458 

395I 

344 

302 

.15 

.21 

.28 

.35 

.43 

.52 

.62 

.73 

.84 

.97 

1.10 

2467 

1812 

1388 

1096 

888 

734 

617 

525 

453 

395 

347 

.15 

.21 

.28 

.35 

.43 

.52 

.62! 

.73 

.84 

.97 

1.10 

Section  No.  209. 


8 

9 

10 

11 

J2_ 

13 

14 

15 

16 

18 

Section  No.  200. 


20.0 
23.G 
27.1 
30.7 

26.5 
30.1 
33.7 
37.2 


118  PENCOYD  CORRUGATED  FLOORING. 

PENCOYD  CORRUGATED  FLOORING. 

IRON  OR  STEEL. 

Loads  in  pounds  per  square  foot  which  cause  a  deflection  equal  to  of 

the  span. 

Section  No.  210. 


Weight  of 

Material  per 

SPAX  IX  FEET. 

^Square  Foot. 

Iron. 

Steel. 

5 

6 

7 

8   1  0 

10 

11 

12 

13  i 

15 

14.5 

14.8 

2460 

1400 

900 

600  420 

300 

230 

180 

140 

110 

90 

18.0 

18.4 

3000 

1750 

1100 

740  520 

380 

290 

220 

170 

140 

110 

21.5 

21.9 

3600 

2120 

1300 

900  630 

460 

340 

250 

210 

170 

130 

25.0 

25!5 

4200 

2500 

15701050  740 

540 

400 

310 

240 

200 

160 

28.5 

29.1 

4800 

2850 

1800  1200  850 

1 

620 

460 

360 

280 

220 

1 

180 

Section 

No. 

209. 

SPAN  IX  FEET. 

8 

9 

10 

11  12 

13 

14 

15 

16 

17 

18 

OA  Q 

2320 

1630 

1210 

900  700 

550 

440 

360 

290 

240 

210 

'yi  Q 

2620 

1840 

1370 

1020  790 

620 

500 

400 

330 

280 

230 

30.7 

2920 

2050 

1530 

1140  880 

690 

550 

450 

370 

310 

260 

33.6 

3220 

2260 

16901260  970 

760 

610 

500 

410 

340 

290 

36.6 

3540 

2480 

1850  1380  1060 

840 

670 

550 

450 

370 

320 

Section  Xo. 

260. 

SPAX  IX  FEET. 

8 

9 

10 

11  12 

13 

14 

15 

IG 

17 

18 

19.6 

20.0 

2420 

1650 

1200 

880  680 

540 

430 

350 

290 

240 

200 

23>.l 

23.6 

3050 

2200 

1580  1200  910 

710 

570 

460 

380 

310 

260 

26.6 

27.1 

3670 

2650 

1910  1450  1140 

890 

720 

580 

470 

390 

330 

30.1 

30.7 

4650 

3310 

2350  1760  1380  1040 

860 

690 

570 

480 

400 

26.0 

26.5 

3300 

2240 

16301250  990 

780 

630 

500 

420 

350 

290 

29.5 

30.1 

3920 

2670 

1940  14801170 

950 

770 

620 

510 

430 

360 

33.0 

33.7 

4920 

3280 

2330  1790  1410  1140 

910 

750 

620 

510 

430 

36.5 

37.2 

5600 

3980 

2330  2220  1720  1330  1070 

870 

730 

610 

510 

28.8 

29.4 

3830 

2550 

1840  1390  1090 

860 

690 

550 

460 

390 

320 

32.3 

32.9 

4530 

3220 

2290  1720  1290  1010 

810 

660 

540 

460 

380 

35.8 

36.5 

5230 

3720 

2640  1990  1550  1210 

970 

780 

640 

540 

450 

39.3 

40.1 

5930 

4210 

3160  2350  1820  1410 1130 

930 

770 

640 

530 

BEAMS  SUPPORTING  BRICK  WALLS. 


I  I 

1  1 

1      '  1 

■ 

1.  1 

1      1  1 

1  1 

1      '  1 

1 

1 

o         ©         ©  © 

\  ^ 

I 

1. 

BEAMS  SUPPORTING  BRICK  WALLS. 

When  the  masonry  alone,  without  any  floor  attachment, 
is  supported,  the  load  on  the  girder  will  vary  according  to 
sevei*al  conditions.  If  the  masonry  is  not  thoroughly 
bonded  throughout,  or  if  great  inflexibility  is  desired,  it 
may  be  necessary  to  consider  the  whole  mass  of  wall  as  sus- 
tained by  the  girder. 

If  the  wall  has  no  openings,  and  the  brick  is  laid  with  the 
usual  bond,  the  material  incumbent  on  the  girder  would  be 
indicated  by  the  dark  line — height,  one-fourth  of  the  span.  It 
is  best  to  consider  this  as  a  triangle,  whose  height  equals  one- 
third  of  span,  as  in  lower  dotted  line  ;  and  as  the  w^eight  of 
brick  walls  is  nearly  10  lbs.  per  square  foot  for  each  inch  of 
thickness,  from  these  data  we  find  the  bending  stress  on  the 
beam  to  be  the  same  as  that  caused  by  a  distributed  load,  in 
pounds  e(iual  to 
25  X  s(juare  of  span  in  feet  X  thickness  of  wall  in  inches. 

9 

And  from  the  table  of  distributed  loads  suitable  beams  can 
be  selected,  with  proper  limitations,  for  deflection,  if  the 
spans  are  long,  to  avoid  cracking  of  wall.    If  the  wall  has 


120  BEAMS  SUPPORTING  BRICK  WALLS. 

openings  as  illustrated,  it  is  necessary  to  consider  the  mass 
of  brickwork  indicated  by  the  upper  course  of  dotted  lines 
as  supported  by  the  beams,  which  can  be  selected  accord- 
ingly. 

It  is  usually  best  to  use  two  or  more  beams  bolted  to- 
gether, to  give  a  better  bearing  or  to  insure  lateral  rigidity, 
and  the  following  tables  give  suitable  beams  for  solid  brick 
walls  properly  bonded,  selected  to  deflect  less  than  j^^j  of 
spans  up  to  10  feet,  and  3^^^  of  spans  15  to  20  feet.  Partic- 
ulars for  separators  for  these  beams  can  be  found  on  page  244. 


SPANS  JN  FEET. 


Thickness  of     I  8  or  9 
Wall  in  Inches.  Feet. 

10  or  11 

Feet, 

12  or  13 
Feet. 

14  or  15 

Feet. 

16  or  17 
Feet. 

18  or  20 

Feet. 

9 

1_4// 
No.  19 

No.  17 

2-6'' 
No.  16 

2-7'' 
No.  14 

2-7" 
No.  14 

2-9" 
No.  10 

13 

1-5^^ 
No.  17 

2-5^^ 
No.  17 

2-6^^ 
No.  15 

2-8^^ 
No.  14 

2-8^^ 
No.  12 

2-10" 
No.  8 

18 

2-5^^ 
No.  17 

2-6^^ 
No.  16 

2-7^^ 
No.  14 

2-8^^ 
No.  12 

2-8^^ 
No.  12 

2-1  Oi^^ 
No.  6 

22 

2-5^^ 
No.  17 

2-6^^ 
No.  16 

2-8^^ 
No.  12 

2-8^^ 
No.  12 

2-9^^ 
No.  10 

2-lOJ^^ 
No.  5i 

FORMULA.  FOR  IRON  OR  STEEL  BEAMS. 


121 


APPROXIMATE  FORMULiE  FOR  ROLLED 
BEAMS  OF  IRON  OR  STEEL. 

The  following  rules  for  the  strength  and  stiffness  of  rolled 
beams  of  various  sections  are  intended  for  convenient  appli- 
cation in  cases  where  strict  accuracy  is  not  required. 

The  rules  for  rectangular  and  circular  sections  are  correct, 
while  those  for  the  flanged  sections  are  approximate  and 
limited  in  their  application  to  the  standard  shapes  as  given 
in  our  tables.  They  will  be  found  to  give  results  which 
have  been  proved  by  experiment  to  be  sufficiently  accurate 
for  practical  purposes.  When  the  section  of  any  beam  is 
increased  above  the  standard  minimum  dimensions,  the 
flanges  remaining  unaltered,  and  the  w^eb  alone  being 
thickened,  the  tendency  w^ill  be  for  the  load  as  found  by  the 
rules  to  be  in  excess  of  the  actual,  but  within  the  limits  that 
it  is  possible  to  vary  any  section  in  the  rolling,  the  rules  will 
apply  without  any  serious  inaccuracy. 

The  loads  are  the  same  as  in  the  beam  tables,  producing 
fibre  stresses  of  14,000  lbs.  on  iron  and  16,800  lbs.  per 
square  inch  on  steel,  on  the  assumption  that  the  steel  re- 
ferred to  has  a  tenacity  20  per  cent,  in  excess  of  iron.  These 
loads  w^ill  be  approximately  one-half  of  loads  that  would 
injure  the  elasticity  of  the  material. 

The  rules  for  deflection  apply  to  any  load  below  the 
elastic  limit,  or  less  than  double  the  greatest  safe  load  by 
the  rules. 

If  the  beams  are  long  without  lateral  support,  reduce  the 
loads  for  the  ratios  of  w^idth  to  span,  as  described  on  page  40. 

Example. — A  12-inch  No.  4  iron  I  beam,  area  12.03  square 
inches,  10  feet  span,  by  the  tables,  will  support  a  distrib- 
uted load  of  21.28  tons,  and  by  the  approximate  rule 

2970  X  12.03  X  12  o-n  ii 
 ^              =  42,8^0  lbs. 

The  deflection  by  the  rule  will  also  be  found  nearly  as  in 
the  tables. 


SAFE  LOADS  ON  BEAMS. 


123 


L 

»9 

•X3 

loo 

2) 

o> 

> 

i 

!1 

II 

< 

II 

< 

11 

1 

Load  in 
Middle. 

"  io 

=:  CO 

ii 

<] 

!l 

<1 

II 

O 

II 
< 

II 

—  I-  o 


O  II  ^ 


I 


SI 


2  ^ 


CO 


o 


A 

[/ 

a  — »► 

124        FORMULA  FOR  IRON  OR  STEEL  BEAMS. 

The  preceding  rules  apply  to  beams  supported  at  each 
end.  For  beams  supported  otherwise  alter  the  coefficients 
of  the  table  as  described  below,  referring  to  the  respective 
columns  indicated  by  number. 


CHANGES   OF   COEFFICIENTS   FOR  SPECIAL 
FORMS  OF  BEAMS. 


Kind  of  Beam. 

Coefficient  for  Safe 
Load. 

Coefficient  for 
Deflection. 

at  the  other. 

of  the  coeffi- 
cient of  col.  II 
or  III. 

0  n  P  -     vf  PPTi 

(yV)  of  the  co- 
efficient of  col. 
YI. 

Fixed  at  one  end,  load 
evenly  distributed. 

One-fourth  (4) 
of  the  coeffi- 
cient of  col. 
IV  or  V. 

Five-forty- 
eighths  (^V)  of 
the  coefficient 
of  col.  YII. 

Both  ends  rigidly  fixed, 
or  a  continuous  beam, 
with  a  load  in  middle. 

Twice  the  coeffi- 
cient of  col.  II 
or  III. 

Four  times  the 
coefficient  of 
col.  VI. 

Both  ends  rigidly  fixed, 
or  a  continuous  beam 
with  load  evenly  dis- 
tributed. 

One  and  one- 
half  (H)  times 
the  coefficient 
ofcol.IVorV. 

Five  times  the 
coefficient  of 
col.  VII. 

It  will  be  observed  that  these  rules  apply  only  to  the  in- 
termediate spans  of  continuous  beams ;  when  continuity 
does  not  occur  at  the  ends,  the  conditions  are  altered.  If, 
however,  the  outer  ends  of  a  continuous  beam  overhang  the 
end-supports  from  one-fifth  to  one-fourth  of  a  span,  and 
bear  the  same  proportion  of  load  as  the  parts  between 
supports,  then  the  outer  spans  may  be  of  same  length  as 
the  intermediate  spans,  subject  to  the  same  load,  and  the 
strength  and  stiffness  are  determined  by  the  same  rules; 
otherwise  the  outer  spans  ought  to  be  only  four-fifths  of  the 


FORMULiE  FOR  IRON  OR  STEEL  BEAMS.  125 


length  of  the  intermediate  spans  when  the  load  is  dis- 
tributed, or  three-fourths  of  the  same  when  the  load  is  con- 
centrated in  the  middle ;  or,  if  the  lengths  of  spans  are  all 
alike,  the  loads  on  outer  spans  ought  to  be  reduced  in  the 
same  proportion. 

The  following  table  exhibits  the  relative  proportion  of 
strength  and  stiftiiess  existing  between  various  classes  of 
beams  when  they  have  the  same  lengths  and  uniform  cross- 
section  ;  the  deflections  being  comparative  figures  for  the 
same  loads  on  any  beam. 


Kind  of  Beam. 

Maximum 
Load  as 

Dejiection 
as 

Fixed  at  one  end — loaded  at  the  other  . 

16 

Fixed  at  one  end — load  evenly  distributed 

h 

6 

Supported  at  both  ends — load  in  middle  . 

i 

1 

Supported  at  both  ends — load  evenly  dis- 

2 

1 

continuous  beam — load  in  middle 

2 

i 

Continuous  beam — load  evenly  distributed 

3 

The  load  and  deflection  of  a  beam  supported  at  both  ends 
and  loaded  in  the  middle  have  been  taken  as  the  units  for 
comparison.  Beams  of  uniform  length  and  section  will  be 
equally  strained  when  loaded  in  the  ratio  described  in  the 
first  column,  or  if  the  beams  are  loaded  equally,  within 
their  elastic  limits,  the  respective  deflections  will  be  in  the 
ratio  described  in  second  column. 


126 


WROUGHT  IRON  AND  STEEL. 


BENDING  MOMENTS  AND  DEFLECTIONS  FOR 
BEAMS  OF  UNIFORM  SECTION. 

W=  Total  load.  JS  =  Modulus  of  elasticity. 

L  =  Length  of  beam.  /  =  Moment  of  inertia. 


Form  of  Beam  and  Position  of  Load. 


Beam  fixed  at  one  end,  loaded  at  the 
other : 


FIG.  1 


® 


Draw  trianjile  having  A  —  WL. 
Vertical  lines  give  bending  momenta 
at  corresponding  points  on  the  beam. 


Beam  fixed  at  one  end,  load  uni- 
formlv  distributed :  I 


FIG.  2 


o  o  o  o_p 

WL 


Maximum 
Bending 
Moment. 


Maximum 
Shearing 
Stress. 


at  point  of 
support 
=  WL. 


at  point  of 
support 
WL 

^  2 


Draw  parabola  having  A  — 

Ordinates  give  bending  moments  at  j 
corresponding  points  on  the  beam. 


Beam  supported  at  both  ends,  loaded 
in  the  middle : 


FIG.  3 


at  point  of     at  end  of 
support    I  beam 
-=  W. 


at  point  of 
support 
=  W. 


Draw  triangle  having  A  = 

Vertical  lines  give  bending  moments 
at  corresponding  points  on  the  beam. 


at  point  of 
support 

2  ' 


wroiKtHt  iron  and  steel. 


127 


BENDING  MOMENTS  AND  DEFLECTIONS  FOR 
BEAMS  OF  UNIFORM  SECTION. 

IF-- Total  load.  E 
L  =  Length  of  beam.  /  - 


Modulus  of  elasticity. 
-  Moment  of  inertia. 


Form  of  Beam  and  Position  of  Load. 


Beam  supported  at  both  ends,  load 
uniformly  distributed  : 


FIG  .4 


Maximum 
Bending 
Moment, 


0,0  00000 

—  L  — 


Draw  parabola  having  A  = 


WL 


Ordinates  %\\^  bending  moments  at 
corresponding  points  on  the  beam. 


Beam  supported  at  both  ends,  load 
concentrated  at  any  point: 


1 

\^           FIG.  5 

-    d   > 

<r  X  X 

Draw  triangle  having  A  = 

Vertical  lines  give  bending  moments 
at  corresponding  points  on  the  beam. 


at  position 
of  load 

^  Wab 
L 


Maximum 
Sliearmg 
Sirens, 


at  point  of 
support 

:=  W 

2  ' 


at  point  of 
support 

next  to  a 
^  Wb 
L  ' 

at  point  of 
support 
next  to  b 

L  ' 


Deflection. 


at  middle 
of  beam 


C  00 


^e>-9  II 

1:^  I  c 


'I 


128 


WROUGHT  IRON  AND  STEEL. 


BENDING  MOMENTS  AND  DEFLECTIONS  FOR 
BEAMS  OF  UNIFORM  SECTION. 

W=  Total  load.  £  =  Modulus  of  elasticity. 

L  =  Length  of  beam.  /=  Moment  of  inertia. 


Beam  supported  at  both  ends,  with  concentrated  loads  at  various  points: 


<-L    ©        ©  ©-_-__-> 

Draw  (by  5)  the  triangles  having  vertices  at  C,  D  and  E,  the  verticals  repre- 
senting bending  moments  for  loads  u'^,  and  w^^  respectively.  Extend  i^'C to 
P,  GD  to  i?,  and  JIB  to  Sy  making  each  long  vertical  equal  to  the  sum  of  the 
bending  moments  corresponding  to  its  position.  That  is,  FP=  FC-}-  FI  +  FJ. 
GR  -=GD+  GL^-  GK.  And  HS  =  HE  +  HN  +  HM.  Verticals  drawn 
from  any  point  on  the  polygon,  APRSB  to  AB^  will  represent  the  bending 
moments  at  the  corresponding  points  on  the  beam. 


Beam  rigidly  secured  at  each  end,  and  loaded  in  the  middle.  Or  the  inter- 
mediate spans  of  a  continuous  beam,  equally  loaded  in  the  middle  of  each 
span : 


Points  of  contratlexure  at  a:,  where  Moment  =  O.  Distance  of  x  from 
either  support  =       Equal  moments  at  middle  and  ends  =  Deflection 

Draw  a  triangle  having  A  =         and  at  ends  draw  verticals  BB\  each 

—  -^^>  join  BB'.    The  vertical  distances  between  BB^  and  the  sides  of  the 
8 

triangle  represent  the  moments  for  corresponding  points  on  the  beam. 


WROUGHT  IRON  AND  STEEL. 


129 


BENDING  MOMENTS  AND  DEFLECTIONS  FOR 
BEAMS  OF  UNIFORM  SECTIONS. 


ir     Total  load. 

L      Length  of  boain. 


E  —  Modulus  of  elasticity. 
Moment  of  inertia. 


Beam  rigidly  secured  at  e.ich  end,  with  load  uniformly  distributed. 
Or  the  intermediate  si)aiis  of  a  continuous  beam  bearing  a  uniformly  di 
tributed  load  on  each  span. 


FIG.  8 


Points  of  contraflexure  at  x,  where  moment  =  C).  Distance  of  x  from 
either  support  .21/,. 


Draw  parabola  having  .1  ^ 


Draw  verticals        B'^  each  equal  to 


1^'  ■'^'^        '  vertical  distances  between  BB'  and  the  curve  of  the 

parabola  represent  the  moments  of  corresponding  points  on  the  beam. 
Maximum  moment  at  points  of  support  • 
Moment  at  middle  of  beam 


WL 
12  * 


WL 
24  * 


Maxinmm  deflection  at  middle  of  beam  ^ 


mEi' 


130 


FORMULA  FOR  BEAM  LOADS. 


BEAMS  FOR  SUPPORTING  IRREGULAR 
LOADS. 

AVhen  a  beam  has  its  load  unequally  distributed,  the 
proper  size  of  the  beam  can  be  determined  by  finding  the 
maximum  bending  moment  and  proportioning  the  beam 
accordingly.  Equilibrium  is  obtained  when  the  bending 
moment  is  equal  to  the  moment  of  resistance.  That  is, 
when  the  external  force  multiplied  by  the  leverage  with 
which  it  acts  is  equal  to  the  strength  of  the  material  in  the 
cross-section  of  the  beam  multiplied  by  the  leverage  with 
which  it  acts. 

The  resistance  of  a  beam  is  found  by  dividing  the  moment 
of  inertia  of  the  section  by  the  distance  from  neutral  axis  to 
extreme  fibres,  and  this  value  for  any  rolled  section  will  be 
found  in  the  tables,  pages  150  to  170.  This  tabulated  resist- 
ance, multiplied  by  the  limiting  fibre  stress  on  the  beam,  is 
the  measure  of  strength  of  the  section. 

RULE  FOR  BEAMS  BEARING  IRREGULAR 
LOADS. 

Finding  by  the  methods  described  on  pages  126  to  129,  the 
maximum  bending  moment  on  the  beam,  divide  the  bend- 
ing moment  by  the  limiting  fibre  stress,  and  select  from  the 
tables,  pages  150  to  170,  a  beam  whose  resistance  is  not  less 
than  this  quotient.  The  greatest  safe  fibre  stress  in  our 
tables  is  14,000  lbs.  for  iron  and  16,800  lbs.  for  steel.  These 
stresses  to  be  modified  for  various  considerations,  as  de- 
scribed on  pages  39  to  41. 

Example. — An  I  beam  8  feet  long  is  to  be  fixed  at  one  end 
and  loaded  at  the  other  with  5,000  lbs.  and  carrying  also  an 
evenly  distributed  load  of  8,000  lbs.  What  size  of  beam 
should  be  used  so  as  not  to  be  strained  over  14,000  lbs.  for 
iron  or  16,800  lbs.  for  steel  ? 

Moment  for  end  load  =  5,000  X  96  =  480,000  inch-lbs. 

distributed  load  =M2^_><:^  =  384,000  " 
Total  =  864,000 
Divide  this  bending  moment  by  the  fibre  stresses  afore- 


FORMULiK  FOR  BEAM  LOADS. 


131 


said,  and  select  from  coliinin  XII.,  page  121,  beams  whose  re- 
sistances are  nearest  the  quotients,  as  follows  : 

12-inch.    No.    3.   57.1  lbs.  per  foot )  ^.^^  j^^^^ 
41.6  "     u    u  ( 


I  for  steel. 


or  15-inch.    No.  521. 

12-inch.    No.     4.  51.0 
or  15-inch.    No.  521.  42 

The  15-inch  beams  being  both  strongest  and  lightest. 

In  some  instances  the  maximum  bending  moment  can  bt 
most  readily  found  by  the  use  of  diagrams,  as  described  in 
the  succeeding  article.  When  this  is  done  use  any  conve- 
nient scale,  making  all  loads  and  all  distances  respectively 
of  the  same  denominations.  The  maximum  bending  mo- 
ment can  then  be  measured  to  scale. 

Example. — A  beam  20  feet  long  between  supports  will 
carry  three  loads,  which  we  will  call  A,  B  and  C. 
A  =  4,000  lbs.  and  is  4  feet  from  one  end  of  the  beam. 
C  =  6,000  lbs.  and  is  3  feet  from  the  other  end  of  the  beam. 
B  =  5,000  lbs.  and  is  5  feet  from  Cand  8  feet  from  A. 

Required  a  suitable  beam,  not  strained  over  10,000  lbs.  for 
iron  or  12,000  lbs.  for  steel. 

Describe  a  diagram  as  in  Fig.  6,  page  128, when  the  follow- 
ing bending  moments  will  be  obtained. 


At  point  A. 

For  load  .1,  12,800 

B,  8,000 

C,  3,600 

Total,  24,400 


At  point  B. 

For  load  jB,  24,000 
A,  10,800 
C,  6,400 

Total,  41,200 


At  point  C. 

For  load  C,  15,300 
B,  8,900 
A,  2,400 


Total,  26,600 


The  maximum  moment  at  B  =  41,200  foot-lbs.  or  494,400 
inch-lbs.  Dividing  by  10,000  and  12,000,  select  the  followinc 
beams,  whose  resistances  are  nearest  the  quotients,  column 
XII.,  page  121. 

15-inch  iron  beam.  No.  521,  41  lbs.  per  foot,  or 
12-inch  steel  No.  515, 30  "  " 

Note. — The  tables  of  elements,  except  where  otherwise 
specified,  are  calculated  for  dimensions  in  inches  and  w^eights 
in  pounds,  consequently  in  examples  of  above  character  it  is 
necessary  to  obtain  bending  moments  in  inch-pounds. 


132 


FORMULA  FOR  BEAM  LOADS. 


BEAMS  SUBJECT  TO  BOTH  BENDING  AND 
COMPRESSION. 

When  a  l)eam  is  subjected  to  bending  action  and  simulta- 
neously has  to  act  as  a  strut  by  resisting  compression,  the 
stress  of  the  fibres  of  the  beam  otherwise  in  tension  will  be 
relieved  and  those  in  compression  correspondingly  aug- 
mented. 

No  general  rules  can  be  given  for  such  conditions,  as 
every  particular  case  requires  its  own  proper  determination. 
The  following  methods,  though  not  strictly  correct,  will  give 
safe  results  for  some  simple  forms  of  trussed  girders,  etc. 

WHEN  THE  BEAM  IS  SUBJECT  TO  COMPRESSION,  BUT  IS  SO  CON- 
FINED LATERALLY  THAT  IT  CANNOT  FAIL  BY 
BENDING  LIKE  A  STRUT. 

Rule. — Find  by  the  methods  previously  described  the  sec- 
tion of  beam  required  to  resist  bending,  then  allowing  from 
10,000  to  17,000  lbs.  per  square  inch  for  the  compression, 
according  to  the  material  or  factor  of  safety  used,  add  the 
two  sectional  areas  together,  which  will  give  the  section  of 
beam  required. 

Example. — A  beam  trussed  3  feet  deep  in  the  manner 
illustrated  at  Fig.  6,  page  218,  spans  an  opening  of  30  feet, 
the  beam  having  ample  lateral  support,  and  bearing  a  uni- 
form load  of  500  lbs.  per  lineal  foot.  Required  a  suitable 
beam  strained  about  12,000  lbs.  per  inch. 

The  trussed  beam  can  be  considered  as  composed  of  two 
beams  reaching  from  the  centre  of  truss  to  each  support. 
Each  beam  15  feet  long,  uniform  load  7,500  lbs.,  and  subject 
to  a  compression  resulting  from  the  trussing  of  18,750  lbs. 

Bending  moment  =  '^^^00  X  180^  dividing  this  by  fibre 

o 

stress  of  12,000  lbs.  gives  a  quotient  14.  The  nearest  resist- 
ance for  an  I  beam,  column  XII.,  page  153,  is  8  inches,  5.08 

18  750 

square  inches  area,  adding  for  compression  ^Y)'qqq  =  l-^^ 

square  inch,  or  a  total  area  of  6.64  square  inches  for  an 
8-inch  beam. 


FORMULi^:  FOR  BEAM  LOADS. 


133 


WHEN  THE  BEAM  IS  SUBJECT  TO  COMPRESSION  AND  IS  LIABLE 
TO  FAIL  LIKE  A   HORIZONTAL  STRUT  BV 
LATERAL  FLEXURE. 

Rule. — Consider  first  the  resistance  as  a  stmt  and  then 
make  the  necessary  increment  of  section  to  resist  the  bend- 
ini^  stress,  remembering  that  if  the  addition  is  made  to  the 
tlanges  then  only  flange  stresses  have  to  be  considered,  but 
if  the  increased  area  is  obtained  by  thickening  the  web  of 
I  beam  or  channel  section,  then  the  additional  area  so  ob- 
tained shonld  be  treated  as  a  rectangular  section  whose 
thickness  is  the  amount  added  to  the  web,  and  whose  depth 
is  the  depth  of  the  beam. 

Example. — A  trussed  girder  of  the  form  exhibited  in  Fig. 
S,  page  218,  is  a  box  section  made  up  of  two  channels  sep- 
arated with  flanges  outward,  and  plated  top  and  bottom. 
The  whole  girder  is  30  feet  long  and  is  loaded  1,000  lbs.  per 
lineal  foot.  The  compression  resulting  from  the  trussing  is 
25,000  lbs.  The  structure  has  no  lateral  bracing.  What 
will  be  safe  proportions  for  it,  the  stresses  not  to  exceed 
one-fifth  of  the  ultimate,  or  10,000  lbs.  per  inch  ? 

It  is  evident  that  we  have  to  consider  it  as  a  flat-ended 
strut  30  feet  long,  liable  to  fail  horizontally,  and  also  as  a 
series  of  three  beams  each  10  feet  long  and  loaded  with 
10,000  lbs.  evenly  distributed.  Trying  two  light  5-inch 
channels,  each  2.5  square  inches  section,  separated  5  J  inches 
so  as  to  be  covered  by  9-inch  plates,  we  have  (omitting  the 
plates  in  this  calculation)  the  radius  of  gyration  around 
vertical  axis  (see  page  174)  =  3.4  inches, 

L=  106,  one-fifth  of  ultimate  (by  Table  I, 

page  182)  =  5,600  lbs.  per  square  inch,  or 
5,600   X  5   =  28,000  lbs.  safe  resistance, 
'         I  ^1  which  is  ample.    Now  proportioning  the 

 y-  4  plates  to  resist  the  bending  strain,  we  have 

1 20  V 1 0  000 

maximum  bending  moments  (see  page  127),  ' 

8 

=  150,000  inch-lbs. 
The  plates  act  with  a  leverage  equal  to  the  depth  of  the 


134 


FORMUL.?:  FOR  BEAM  LOADS. 


channel,  viz.,  5  inches ;  ^ '30^.^00  _  30^000  lbs.  tension  on  top 

o 

or  compression  on  bottom  plate,  which,  allowing  for  10,000 
lbs.  per  square  inch,  and  allowing  for  loss  by  rivets,  will  re- 
■  [iiire  a  plate  f  inch  thick. 

Taking  the  last  example,  if  it  was  desired  to  form  the  sec- 
tion from  a  pair  of  channels  latticed  top  and  bottom  with 
no  cover  plates,  we  would  have  to  consider  the  section 
added  to  the  channels  (being  on  the  web  alone)  as  a  simple 
rectangular  section.  By  the  formula  on  page  122,  approxi- 
mate rules,  we  find  that  such  a  section  only  5  inches  deep 
would  require  a  thickness  of  3.8  inches,  which  is  impracti- 
cable ;  we  have  therefore  to  use  deeper  and  heavier  chan- 
nels. Trying  8-inch  channels  separated  as  before  o^^  inches, 
with  flanges  outward,  and  having  radius  of  gyration  for  the 

pair  around  vertical  axis  =  3.4,-=  106.  Safe  load  — 
^  /'  o 

=  5,800  lbs.  per  square  inch.   As  the  compression  is  25,000 

lbs.,  there  is  required  4.3  square  inches  for  this  purpose. 

By  formula  IV,  page  122,  1100_X^aj<_8  ^  ^^^^ 

from  which  is  found  the  area  required  to  resist  bending 
=  12  square  inches.  12  -f  =  16.3  square  inches  for  two 
channels,  or  the  heaviest  8-inch  channels  27  lbs.  per  foot 
would  be  required. 

By  the  same  method  we  find  10-inch  channels,  23  lbs.  per 
foot,  will  answer  the  purpose,  or  our  lightest  12-inch  chan- 
nels, 20  lbs.  per  foot,  will  exactly  meet  the  requirements 
and  be  the  lightest  channel  that  can  be  used  in  the  manner 
•proposed  for  the  purpose. 

In  cases  where  the  load  is  concentrated  at  the  truss  points, 
there  being  no  bending  stress,  the  resistance  as  a  strut  has 
only  to  be  considered,  and  when  braced  laterally  the  strut 
length  is  reduced  to  the  distances  between  bracing. 


F0RMUL.1<:  FOR  BEAM  LOADS. 


135 


BEAMS  OF  ANGLE  AND  TEE  SECTION. 

It  is  frequently  convenient  to  use  angle  or  tee  sections  for 
roof  purlines  and  siiiiilur  i)urposes. 

The  length  of  si)an  may  be  so  great  as  compared  to  depth 
in  these  cases,  that  deflection  instead  of  excessive  fibre  stress 
is  the  measure  of  utility. 

An  even-lianged  angle  or  tee  will  deflect  slightly  less  than 
an  equally  loaded  rectangular  section  of  the  same  depth  and 
sectional  area  ;  but  the  extreme  fibre  stress  of  the  former  will 
be  greater  than  in  the  rectangular  section. 

Therefore,  for  long  beams,  where  deflection  reaches  the 
permissible  limit  before  fibre  stress  becomes  excessive,  the 
rule  for  beams  of  angle  and  tee  section  given  on  page  123 
will  safely  apply. 

If,  however,  the  fibre  stress  must  be  kept  lower  than  this 
rule  indicates,  refer  to  the  columns  "resistance,"  pages  166 
to  171,  and  apply  ?.s  described  on  page  130. 

Example. — A  4^^  X  4^^  iron  tee,  3.72  square  inches  area, 
has  a  resistance  of  1.97  (see  col.  VIII,  page  170).  Required 
its  greatest  safe  load  distributed  over  a  beam  of  10  feet  span. 

By  the  method  on  page  127,  bending  moment  =  5^^= 

1.97  X  14,000  lbs.,  or  iv  =  1,750  lbs.  nearly. 

By  the  rule  on  page  123,  col.  IV,  the  safe  load  would  be 
1540  X_3  72j<  4  ^  ^,290  lbs.,  and  the  deflection  by  col.  VII, 

page  123,  would  be  5^3;^^^  =  -37  inch,  or  only  a 

little  over  of  the  span,  while  the  extreme  fibre  stress  at 
the  outer  edge  of  the  stem  would  be  about  17,000  lbs.,  or 
sufficiently  below  the  elastic  limit  to  justify  its  use  for  light 
purlines,  etc. 


136 


RIVETED  GIRDERS. 


RIVETED  GIRDERS. 


O    O   Q    ^  O 


For  Table, 
SEE  Page 
139. 


r\ 


(J 

9. 

For  Tables. 

SEE  Pages 
140-141. 


—  <;7 — ^  — ' 

o  o  o  o  o 


9^ 

—  c2k  c:%  ^ 


For  Tables. 
SEE  Pages 
142  to  147. 


RIV^ETED  GIRDERS. 


137 


RIVETED  GIRDERS. 

The  tables,  pages  to  147,  represent  a  few  of  the  sections 
of  riveted  girders  most  frequently  used  in  structures.  The 
single-webbed  girders  are  the  most  economical  in  material, 
and  most  accessible  for  painting  and  inspection.  But  where 
great  width  and  lateral  stiffness  are  required,  the  double 
web  or  box  girder  is  the  best.  If  the  length  of  the  girder 
exceeds  twenty  times  the  width  of  the  flange,  the  girder 
should  either  be  given  some  lateral  support,  or  else  the  sec- 
tion of  the  top  tlange  should  be  increased.  It  is  usual  to 
allow  tlange  strains  of  12,000  lbs.  per  square  inch  for  iron,  or 
about  20  per  cent,  more  for  steel,  in  girders  for  buildings. 
The  safe  loads  for  the  girders  in  the  accompanying  tables 
are  calculated  on  this  assumption  for  ii'on,  the  entire  sec- 
tional area  of  the  girder  being  considered. 

For  steel  having  tensile  strength  of  not  less  than  60,000 
lbs.  the  tabulated  coefficients  may  be  increased  20  per  cent. 

The  web  of  the  girder  should  be  made  of  such  thickness 
that  the  vertical  shearing  strain  will  not  exceed  three- 
fourths  of  the  horizontal  strains,  or  9,000  lbs.  per  square 
inch  of  section  in  the  case  of  iron  girders  for  buildings.  The 
shearing  strain  is  greatest  at  the  supports,  and  is  found  by 
dividing  half  the  load  on  the  girder  by  the  web  section. 

If  the  thickness  of  the  web  is  less  than  of  its  depth,  it 
should  be  stiffened  to  resist  buckling,  by  the  addition  of 
vertical  angle  irons  riveted  to  the  web  at  intervals  of  not 
more  than  the  depth  of  the  girder.  These  stiffeners  should 
always  be  used  at  the  supports  and  at  points  where  concen- 
trated loading  occurs. 

The  rivets  should  be  from  J  to  I  inch  in  diameter,  spaced 
not  closer  than  three  diameters,  nor  farther  apart  than  six- 
teen times  the  thickness  of  plate  connected. 

It  is  good  practice  to  limit  the  least  depth  of  the  girder 
to  2^  of  the  span,  on  account  of  deflection. 

The  follow  ing  tables  are  calculated  by  the  moments  of 
inertia  of  the  girder  sections,  for  a  fibre  strain  of  12,000 
lbs.  per  square  inch,  and  for  a  uniformly  distributed  load. 

Coeflicient  =  — r — -^^f''^^.^-^^— ^ — —    The  numbers  in  the 
extreme  depth  ot  girder 


138 


RIVETED  GIRDERS. 


first  columns  of  the  tables  correspond  with  those  of  the 
various  sections  of  girders  on  the  plates. 

The  tables  give  coefficients  of  strength,  also  weights  per 
lineal  foot,  including  stiffeners  for  each  section,  excepting 
girders  without  cover  plates  in  first  table,  where  stifieners 
are  omitted. 

TO  FIND  THE  SAFE  DISTRIBUTED  LOAD  FOR  ANY  GIRDER. 

Divide  the  coefficient  of  strength  by  the  length  of  span  in 
feet  between  centres  of  supports.  The  quotient  will  be  the 
load  in  tons  of  2,000  lbs. 

TO  FIND  THE  COEFFICIENT  OF  STRENGTH  NECESSARY  TO  CARRY 
A  CERTAIN  LOAD  ON  A  GIVEN  SPAN. 

Multiply  the  load  in  tons  of  2,000  lbs.  by  the  length  of  span 
in  feet  between  centres  of  supports.  If  the  load  is  concen- 
trated at  the  centre  of  the  girder,  it  must  not  exceed  one-half 
the  w^eight  of  the  permissible  uniformly  distributed  load.  If 
the  load  is  concentrated  at  some  point  not  in  the  middle  of 
the  girder,  it  may  exceed  in  weight  the  permissible  middle 
load,  in  the  ratio  of  the  square  of  half  the  span,  to  the 
product  of  the  segments  formed  by  the  position  of  the  load. 

EXAMPLES  FOR  APPLICATION  OF  TABLES. 

I.  What  is  the  carrying  capacity  of  the  single-web  plate 
girder  No.  16,  with  f-inch  co^^er  or  flange  plates,  the  girder 
being  20  feet  long  between  centres  of  supports  ? 

In  the  column  of  coefficients,  and  opposite  the  girder  re- 
ferred to,  find  proper  coefficient  for  strength,  which  in  this 
-ase  is  2,143. 

2143 

Answer.  =  107.15  tons  equally  distributed, 

jr  53.57  tons  in  middle  of  girder. 

II.  A  box  girder  is  required  24  feet  long  between  sup- 
ports to  carry  a  20-inch  brick  wall  weighing  66  tons.  What 
is  the  requisite  coefficient  of  strength  ? 

Answer.    66  X  24  =  1584. 
Referring  to  the  table  of  box  girders  20  inches  wide,  we 
find  that  girder  No.  15,  21  inches  deep,  with  a  f-inch  cover 
plate,  has  a  coefficient  of  strength  of  1610,  or  a  little  in 
excess  of  that  required. 


WROUGHT  IRON  RIVETED  GIRDERS. 


189 


.       STRENGTH  AND  WEIGHT 
i  OF  WROUGHT  IKON  RIVETED 
GIRDERS. 

To  find  the  distributed  safe  load  in  net  tons,  divide  the 
coetiicient  in  right-hand  column  by  the  length  of  span  in 
feet. 

To  find  the  coetficients  of  strength  for  a  given  load  and 
span,  muhiply  the  uniformly  distributed  load  in  tons  by 
the  span  in  feet  between  centres  of  supports. 

Weights  do  not  include  stiffeners. 


Depth. 

Web 
Thick- 
ness. 

a 

FhiiKjt' 
W  id  III. 
A. 

Size  of  A  ngles. 

Resist- 
ance. 

Weight  in 
Pounds  per 
Lineal  Foot. 

Coefficient 
0/  Strength. 

00  00  00  00 

t 

i 

m 

10 

5  X  31  X 
5  X  3|  X  1 
5  X  3^  X  f^j 
5  X  3^  X  ^ 

92.9 
110.0 
126.9 

55.9 
66.0 
76.2 

oD.o 

371.5 
440.0 
507.6 

0/4.0 

20 
20 
20 

1 

A 

1 

i 

10| 

5  X  3|  X  f 
5  X  3j  X 

0  X  0^  X  ^ 

126.8 
146.4 

iDO.o 

68.5 
79.1 
oy.  / 

507.6 
585.3 

OOo.^ 

22 
22 
22 

1 

i 

lOi 

5  X  3|  X  f 
5  X  3|  X 

0  X        X  ^ 

144.1 
166.5 

1  QQ  1 

ioo.  / 

71.0 
82.0 

no  n 

576.6 
666.0 

24 
24 
24 

1 

t 

Hi 

5J  X  3i  X  1 
51  X  3J  X 
X     X  ^ 

170.7 
198.1 

76.1 
88.1 
inn  0 

682.7 
792.3 
yui.  / 

26 
26 
26 

I 

i 

111 

lU 

5J  X  3|  X  f 
54  X  3|  X 
5J  X  31  X  1 

189.7 
220.4 
250.9 

78.6 
91.1 
103.5 

758.8 
881.4 
1003.4 

28 
28 
28 

f 

121 

6  X  3i  X  f 
6  X  3|  X 
6  X  3|  X  J 

218.0 
255.5 
292.8 

83.2 
97.0 
110.9 

872.0 
1022.0 
1171.4 

30 
30 
30 

4 

13| 

13A 

13i 

6J  X  4  X  1 
6ix4x 
6i  X  4  X  J 

256.3 
298.5 
340.4 

90.9 
105.6 
120.2 

1025.1 
1193.9 
1361.5 

32 
32 
32 

13| 

13A 

13i 

64  X  4  X  ^ 
6i  X  4  X  1% 
6|x4x  J 

279.2 
325.1 
370.6 

93.4 
108.5 
123.5 

1116.8 
1300.4 
1482.5 

34 
34 
34 

1 

1 

13| 

13A 
131 

6|  X  4  X  f 

6^r  X  4  X  ^ 

64  X  4  X  1 

302.5 
352.3 
401.8 

95.9 
111.4 
126.9 

1210.0 
1409.2 
1607.2 

36 
36 
36 

I 
i 

133 

13i 

6|  X  4  X  1 
eS  X  4  X  f 
6J  X  4  X  1 

326.3 
380.1 
433.5 

98.4 
114.3 
130.2 

1305.2 
1520.4 
1734.2 

140 


WROUGHT  IRON  RIVETED  GIRDEflS. 


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WROUGHT  IRON  RIVETED  GIRDERS.  141 


STRENGTH  AXI)  WEIGHT  OF  WROUGHT 
IRON  RIVETED  GIRDERS. 


-A- 


>  CC  B 


To  find  the  distributed  safe  load  in  net  tons,  divide  the 
coetficient  on  opposite  page  corresponding  to  the  number 
below  by  the  length  of  span  in  feet. 

To  find  the  coefficient  of  strength  for  a  given  load  and 
span,  multiply  the  uniformly  distributed  load  in  tons  by 
the  span  in  feet  between  centres  of  supports. 

See  opposite  page  for  coefficients. 
"Weights  include  stiffeners. 


Number 

Width  of 

Depth  of 

Thickness 

Size  of 

of 

Cbver  (A) 

Web  (B) 

of  Web  (C) 

Corner  Angles 

Section. 

in  Inches. 

in  Inches. 

i)i  Inches. 

in  Inches. 

1 

12 

18 

% 

5 

2 

12 

18 

5 

X  31/2  X  'H2 

3 

12 

18 

% 

5 

X  3^2  X  % 

4 

12 

21 

% 

5 

X  3^2  X  % 

5 

12 

21 

^2 

5 

X  3\  X  H2 

6 

12 

21 

^1 

5 

X  31/2  X  % 

7 

12 

24 

5 

x3\x  % 

8 

12 

24 

5 

X  3H2  X  1/2 

9 

12 

24 

% 

5 

X  3^2  X  % 

10 

12 

27 

5 

X  31^2  X  % 

11 

12 

27 

5 

X  3V2  X  1/2 

12 

12 

27 

5 

X  3H2  X  % 

13 

12 

30 

> 

5 

X  3^  X  % 

14 

12 

30 

5 

X  3  V2  X  1/2 

15 

12 

30 

5 

X  3^  X  % 

16 

12 

33 

5 

X  3\  X  % 

17 

12 

33 

5 

X  3^2  X  H2 

18 

12 

33 

% 

5 

X  3^2  X  % 

19 

12 

36 

% 

5 

X  31/2  X  % 

20 

12 

36 

5 

X  3V2  X  H2 

21 

12 

36 

% 

5 

X  31y^  X  % 

142  WROUGHT  IRON  RIVETED  GIRDERS. 


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THICKNESS  OF  COVER  PLATES  IN  INCHES. 

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2602 

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3038 

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1684 

1864 
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2178 
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2742 

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3120 

3175 
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3548 
3916 

2225 
2398 

2592 
2804 

spunoj  Ul  fyiSpj^i 

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1701 
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2192 

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2194 

2360 
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2081 
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1986 

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2340 

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157 

186 

166 
198 

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184 
222 

193 
234 

201 
245 

209 
255 

187 
221 

196 
233 

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1141 
1270 

1375 
1540 

1618 
1824 

1871 
2119 

2133 
2427 

2405 
2748 

2708 
3080 

1610 
1788 

1892 
2108 

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1212 
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1690 
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140 
149 
158 
167 
175 
183 
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1050 
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WROUGHT  IRON  RIVETED  GIRDERS. 


143 


STRENGTH  ANT>  WEIGHT  OF  WllOUGHT 
IKON  RIVETED  GIRDERS. 

To  find  the  distrilnitcd  safe  load  in  net  tons,  divi(ie  the 
coefticicnt  on  opposite  page  correspondiug  to  the  number 
below  by  the  length  of  span  in  feet. 

To  find  the  coethcient  of  strength  for  a  given  load  and 
span,  muli'ply  the  uniformly  distributed  load  in  tons  by 
the  span  in  feet  between  centres  of  supports. 

Sec  opposite  page  for  coefficients. 


•-A- 

r' 

D  - 

J 

Number 

of 
Section. 

Width  of 
Cover  {A) 
in  Inches. 

Depth  of 
Web  (B) 
in  Inches. 

Thickness 
of  Web  (C) 
in  Inches. 

Width  of 

(D) 
in  Inches. 

Size  of 
Corner  Angles 
in  Inches. 

1 

16 



18 

% 

8 

3\  X  3\  X  % 

2 

16 

18 

\ 

8 

31/2  X  31/2  X 

3 

16 

21 

% 

8 

31/2  X  3^2  X  % 

4 

16 

21 

\ 

8 

31/2  X  3^2  X  \ 

5 

16 

24 

8 

3V2  X  3^2  X  % 

6 

16 

24 

I 

8 

31/2  X  3^2  X  ^2 

7 

16 

27 

8 

3\  X  31/2  X  % 

8 

16 

27 

8 

3H2  X  31/2  X  \ 

9 

16 

30 

8 

3^2  X  3^2  X  % 

10 

16 

30 

8 

3^2  X  31/2  X  3/2 

11 

16 

33 

8 

3\  x3\x  % 

12 

16 

33 

8 

3H2  X  31/2  X  I/2 

13 

16 

36 

8 

3^^2  X  3\  X  % 

14 

16 

36 

8 

3V2  X  31/2  X  I/2 

15 

20 

21 

11 

4     X  3\  X  % 

16 

20 

21 

\ 

11 

4     X  31^  X  14 

17 

20 

24 

11 

4     X  31/2  X  % 

18  ! 
•  1 

20 

24 

1 
1 

11 

4     X  3V2  X  \ 

144  WROUGHT  IRON  RIVETED  GIRDERS. 


^  1  CT50rHCMCO"^LOCDt>-00050rHCN)00'^LOCO 

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ut  ddyjLif)  fo  iijdd(j 

t>    00    coco    coco    rt< l>  t>    00    coco  COCO 
0303    coco    coco    coco    03  03    03  03    COCO    COCO  COCO 

'sdipuj  Ul 
S9jn2j  J9iioQ  JO  ymAl 

^8 

spunoj  Ul  }i/l5pj[[ 

00  00          0    T-f  0    CO  1—1     000     CI>  rH     0003     003  COCO 
0003    0  ""^^    03  LO    T-H  CD    03  LD    03  [>-    COCO         05  "^0 
03  CO    03  CO    COCO    coco    coco    coco    coco    coco  CO 

T-H 

fo  }U9lDlff90J 

3500 
3748 

3944 
4240 

4444 
4742 

4859 
5257 

3750 
3836 

4305 
4416 

4838 
4979 

5108 
5559 

6111 
6309 

THICKNESS  OF  COVER  PLATES  IN  INCHES. 

rH 

•lOOT  IhdUlT  J9d  \     '-li-l    t>00    ^CO    CDrJi    OOO    05t-I    0003    t>03  COCO 
'^^^  '        •  ^  '        1      I>TH    0003    0COa>^OCOOLOT-IC0    03I>    03  00 

spunOfi  Ul  fyoidii     0300  03co  0000  O3co  coco  coco  coco  coco  coco 

fo  judpiffdoj 

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3947 

4120 
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4488 
4628 

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5885 

tH 

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spunoj  Ul  fi/SpAi 

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03  03    03  CO    03  CO    03  CO    03  CO    Od  00    03  CO    COCO  COCO 

'yjdu9.(jg^ 

fo  ;imoiff90j 

2970 
3224 

3355 
3656 

3797 
4100 

4156 
4560 

3188 

3671 

4136 
4277 

4596 
4767 

5270 
5470 

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spunOfi  ui  fyl5tdj{{ 

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CO  t:^    lO  CJ5    l>  O    CD  rH    CD  05    CD  rH    t>- 03    00  CO  O) 
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2830 
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2183 
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3584 
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00    050    rH03    00"^  LOCO 
CM    03  CO    COCO    00  00  COCO 

WROUGHT  IRON  RIVETED  GIRDERS. 


145 


STRENGTH  AND  WEIGHT  OF  WROUGHT 
IRON  RIVETED  GIRDERS. 

To  find  the  distributed  safe  load  in  net  tons,  divide  the 
coefficient  on  opposite  page  corresponding  to  the  number 
below  by  the  length  of  span  in  feet. 

To  find  the  coefficient  of  strength  for  a  given  load  and 
span,  multiply  the  uniformly  distributed  load  in  tons  by 
the  span  in  feet  between  centres  of  supports. 

See  opposite  page  for  coefficients. 


If  

•A'- 

 4 

r 

D  - 

J 

Number 

of 
Section. 

Width  of 
Cover  {A ) 
in  Inches. 

Depth  of 
Web  (B) 
in  Inches. 

Thickness 
of  Web  (C) 
in  Inches. 

Width  of 
in  Inches. 

Size  of 
Corner  Angles 
in  Inches. 

19 
20 

20 
20 

27 
27 

11 
11 

4  X  31^  X  % 
4  X  31/2  X  1/2 

21 
22 

20 
20 

30 
30 

11 
11 

4  X  3H2  X  % 
4  X  3^2  X  ^2 

23 
24 

20 
20 

33 
33 

11 
11 

4  X  31/2  X  % 
4  X  3^/2  X  ^2 

25 
26 

20 
20 

36 
36 

> 

11 

*  11 

4  X  3^2  X  % 
4  X  3V2  X 

27 
28 

24 
24 

24 
24 

> 

13 
13 

5x4     X  % 
5x4     X  1/2 

29 
30 

24 
24 

27 
27 

% 

13 
13 

5x4     X  % 
5x4     X  ^2 

31 
32 

24 
24 

30 
30 

> 

13 
13 

5x4     X  % 
5x4     X  ^2 

33 
34 

24 

24 

33 
33 

13 
13 

5x4     X  % 
5x4     X  ^7^2 

35 
36 

24 
24 

1 

36 
36 

1 

%  : 

i 

13 
13 

5x4     X  % 
5x4     X  ^2 

146  WROUGHT  IRON  RIVETED  GIRDERS. 


'U01109S  fo  .i9qiims^      |  t^^^g  og     rH  ^  | 


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COCO    coco    coco    coco       Tj<    coco  coco 

cvj  ca 

Sdyoui  ux 

1  OO      OO      OO      OO      OO      CDCD      CD  CD 

1  COCO    coco    coco    coco    coco    coco  coco 

CD  CD 
CO  CO 

THICKNESS  OF  COVER  PLATES  IN  INCHES 

rH 

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7191 
7389 

7689 
7928 

8357 

8635 

8273 
8470 

8861 
8999 

9627 
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5439 

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6860 

7114 
7353 

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8408 

8872 
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1-1 

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5408 

5579 

6336 

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WROUGHT  IRON  RIVETED  GIRDERS. 


147 


STRENGTH  AXD  WEIGHT  OF  WROUGHT 
IROX  RIVETED  GIRDERS. 


1^  A- 


r 


Li. 


To  find  the  distributed  safe  load  in  net  tons,  divide  the 
coeflBcient  on  opposite  page  corresponding  to  the  number 
below  by  the  length  of  span  in  feet. 

To  find  the  coeflBcient  of  strength  for  a  given  load  and 
span,  muliiidy  the  uniformly  distri-buted  load  in  tons  by 
the  span  in  feet  between  centres  of  supports. 

See  opposite  page  for  coeflacients. 


dumber 

of 
Section. 

Width  of 
Cover  (A) 
in  Inches. 

Depth  of 
Web  (B) 
ill  Inches. 

Thickness 

Of  mb  (C) 

in  Inches. 

Width  of 

(D) 
in  Inches. 

Size  of 
Corner  A  ngles 
in  Inches. 

37 
38 

30 
30 

30 
30 

18 
18 

5  X  4  X  % 
5  X  4  X  ^ 

39 
40 

30 
30 

33 
33 

18 
18 

5  X  4  X  % 
5x4x3/2 

41 

42 

30 
30 

36 
36 

18 
18 

5  X  4  X  % 
5x4x1/2 

43 
44 

30 
30 

39 
39 

18 
18 

5  X  4  X  % 
5x4x1^ 

45 
46 

30 
30 

42 
42 

Hi 

18 
18 

5  X  4  X  % 
5  X  4  X  ^2 

47 
48 

36 
36 

36 
36 

'1? 

24 
24 

5  X  4  X  % 
5x4x^/0 

49 
50 

36 
36 

39 
39 

^  1 

24 
24 

5  X  4  X  % 
5x4x1/2 

51 
52 

36 
36 

42 

42  . 

\ 

24 
24 

5  X  4  X  % 
5  X  4  X  1^(2 

148  WROUGHT  IRON  RIVETED  GIRDERS. 


GENERAL  RULE  FOR  GIRDERS  OF  ANY 
SECTION. 

Find  the  moment  of  inertia  of  the  section  as  described  on 
page  174,  and  thence  the  coefficient  of  strength  for  a  distrib- 
uted load  in  tons,  as  described  on  page  137,  \\z. :  coefficient 

^    _I^^^L_>$-|— .    Apply  as  described  on  page  138.  This 
depth  of  girder      ^  ^  ^  ^ 

coefficient  gives  flange  strains  of  12,000  lbs.  per  square  inch. 

If  either  greater  or  less  flange  strains  are  desired,  increase 

or  decrease  the  coefficient  proportionately. 

BY  FLANGE  STRAINS  ALONE. 

If  one-sixth  of  the  web  area  is  added  to  the  area  of  each 
flange,  and  the  sum  considered  as  the  efiective  flanges,  then 
the  area  of  one  efiective  flange,  multiplied  by  the  distance 
between  efiective  flange  centres,  will  be  the  moment  of  re- 
sistance of  the  girder  section.  Apply  this  rule  as  described 
on  page  130,  or 

distributed  load  in  net  tons  =  ^—Lfj 

JL 

d  =  distance  in  inches  l)etween  flange  centres. 

/  =  effective  area  of  each  flange  in  square  inches. 

s  =  flbre  strain  allowed  in  tons  per  square  inch. 

L  =  span  of  girder  in  feet. 
Example. — Required  distributed  load  for  a  20-foot  span 
girder  20  inches  deep,  flange  area  10  square  inches,  web 
area  9  square  inches — each  effective  flange  =  11^^  square 
inches,  distance  between  flange  centres  =  19  inches,  allow- 
ing flange  strain  of  5  tons. 

^  ^       9q"^^"  ^  ^  =  36.4  tons  distributed  load, 

or  half  this  in  centre  of  girder. 


ELEMENTS  OF  STRUCTURAL  SHAPES.  149 


ELEMENTS  OF  PENCOYD  STRUCTURAL 


In  the  following  tables  various  fundamental  properties  of 
rolled  sections  are  given,  whereby  the  strength  or  stiffness 
of  each  can  be  readily  determined. 

The  calculations  are  made  accurately  for  the  least  and 
greatest  thickness  of  each  shape,  but  intermediate  thick- 
nesses can  be  approximated  by  interpolation. 

^Moments  of  Inertia  for  the  sections  are  obtained  as  here- 
after described. 


is  used  for  determining  transverse  strength  in  beams,  etc., 
as  described  on  page  130. 

Coefficient  for  Safe  Load  is  the  calculated  load  in  net 
tons,  on  a  beam  one  foot  between  supports,  that  produces 
fibre  strains  of  14,000  lbs.  on  iron  or  16,800  lbs.  per  square 
inch  on  steel.  A  corresponding  load  for  any  beam  is  found 
by  dividing  this  coefficient  by  the  length  of  span  in  feet. 

Coefficients  for  Deflection  are  found  by  the  formulae 
on  page  126,  based  on  a  modulus  of  elasticity  of  28,000,000 
lbs.  for  steel  or  iron.  They  apply  to  beams  one  foot  long, 
bearing  one  ton  (2,000  lbs.).  The  deflection  of  any  beam  in 
inches  is  found  by  multiplying  its  coefficient  by  the  load 
in  tons  and  by  the  cube  of  the  length  in  feet. 

Maximum  Load  in  Tons  indicates  the  greatest  load  in 
tons  that  a  beam,  however  short,  should  carry,  unless  its 
web  is  reinforced,  to  prevent  crippling.  This  load  is 
obtained  by  the  formula  : 


SHAPES. 


Radits  of  Gyration  equals  \  j 

^         \  area 

mining  the  resistance  of  struts  or  columns. 
Moment  of  Resistance  equals  .p—  t. — 


is  used  for  deter- 


Inertia 


distance  from  axis  to  extreme  fibres 


w  = 


xdt 


3000/^ 


X 


d 


I 


7  tons  for  iron,  or  8  tons  for  steel. 

depth  of  beam. 

thickness  of  web. 

(/ -f  secant  45°  {P  =  2d^). 


150  ELEMENTS  OF  PENCOYB  BEAMS. 

ELEMENTS  OF  PENCOYD  BEAMS. 


4 


I. 

II. 

III. 

IV. 

y. 

VI. 

VII. 

VIIL 

IX. 

X. 

XI. 

1 

'Hon  Number. 

Ize  in  Inches. 

A  rea  in  Square  Inches. 

Weight  in 
Pounds  per 
Foot. 

Moments  of 
Inertia. 

Square  of 
Radius 
of  Gyration . 

Radius  of 
Gyration. 

Iron. 

Steel. 

Axis 
A.  B. 

.  Axis 
CD, 

Axis 
A.  B. 

Axis 
CD. 

Axis 
A.  B. 

Axis 
'  C.  D. 

1 

15 

19. 03 

63.43 

660. 00 

26.56 

34.69 

1.39 

5.89 

1.18 

1 

16 

23.80 

79.33 

750.00 

32.10 

31.47 

1.36 

5.61 

1 .16 

2 

15 

14.80 

49.33 

532.20 

16.64 

36. 00 

1.12 

e.oo 

1.06 

2 

15 

18.59 

61.96 

602.60 

19.60 

32.38 

1 .04 

5.69 

1.02 

521 

15 

12.47 

42.39 

443.50 

14.97 

36  62 

1.2  1 

5.96 

1.10 

521  15 

15.32 

52.08 

496. 90 

16.97 

1.10 

^  «^ 

1  06 

522  15 

14.51 

49.32 

497. 11 

19.67 

1.36 

1  10 

522 

15 

16.76 

66.98 

639.29 

21.03 

1  1 
■  3 

1.25 

523  15 

16.95 

- 

67.63 

683.78 

26.91 

34.44 

Mo 

6  87 

1  26 

523 

15 

20.70 

70.38 

664. 09 

31.04 

31.60 

5.62 

l!22 

524  15 

20.54 

69.80 

704.52 

37.82 

34. 30 

1 .84 

5.84 

1.35 

524 

15 

25.19 

86.64 

791.70 

44.43 

31.43 

1.76 

5.65 

1.33 

3 

12 

17.12 

1 

57.06   58. 20 

375.30 

22.77 

21.90 

1.32 

4.68 

1.15 

3 

12 

18.92 

63. 06 

64.32 

396. 90 

24.93 

20.98 

1.32 

4.58 

1.16 

4  12 

12.03 

40.10 

40. 90 

273. 60 

12.00 

22.76 

1.00 

4.77 

1.00 

4 

12 

14.76 

49.20 

50.18 

306.70 

14.02 

20.70 

0.94 

4.56 

0.97 

515 

12 

9.01 

30.63 

207.90 

8.90 

23.04 

0.98 

4.80 

0.99 

515  12 

1 1.24 

38.21 

233.80 

10. 06 

20.79 

0.88 

4.66 

0.94 

516 

12 

11.95 

40.63 

274.90  16.61 

23.00 

1.39 

4.79 

1.18 

516 

12 

14.35 

48.79 

303.70 

17.08 

21.16 

1.19 

4.49 

1.09 

13.53 

45.10 

46.00 

242. 60 

18.70 

17.89 

1.39 

4.23 

1.18 

5 

I  OH 

16.16 

53.86 

64.94 

266. 70 

21.86 

16.48 

1.35 

4.06 

1.16 

51^  lOK 

10.96 

36.63 

37.26 

197.00 

12.33 

17.98 

1.12 

4.24 

1.06 

5^ 

13.58 

45.26 

46  16 

221.10 

14.69 

16.24 

1.06 

4. 03 

1.03 

6  loy^ 

9.00 

30.00 

30.60 

163.66 

8.26 

18.14 

0.92 

4.26 

0.96 

6  ,103^10.89 

36. 30 

37.03 

180.91 

9.45 

16.56 

0.86 

4.07 

0.93 

7'lO 

11.25 

37.60 

38.25 

174.36 

10.53 

15.62 

0.92 

3.94 

0.96 

7,10 

13.75 

46.83 

46.75 

196.18 

12.65 

14.21 

0.92 

3.77 

0.96 

810 

9.14 

30. 46 

31.07 

161.13 

8.27 

16.66 

0.90 

4.07 

0.96 

8 

10 

10.64 

36.46 

36.17 

163.63 

9.26 

16.37 

0.86 

3.92 

0.93 

511 

10 

6.83 

23.21 

1  12.42 

6.70 

16.48 

0.83 

4.06 

0.91 

511 

10 

8.83 

30.02 

129.08 

6.62 

14.69 

0.76 

3.82 

0.87 

9! 

9 

9.28 

30.93 

31.66 

121.94 

9.68 

13.10 

1.02 

3.62 

1.01 

9 

9 

10.99 

36.63 

37.36 

133.48 

10.94 

12.11 

1.00 

3.48 

1.00 

10. 

9 

7.18 

23.93 

24.41 

96.68 

6.80 

13.47 

0.81 

3.67 

0.90 

10 

9 

8.89 

29.63 

30.22 

108.22 

6.73 

12.18 

0.76 

3.49 

0.87 

509 

9 

5.97 

20.30 

80.78 

4.68 

13.54 

0.77  , 

3.68 

0.88 

509 

9 

7.41 

25.19 

90. 50 

6.29j 

12.18 

0.71  1 

3.49 

0.84 

ELEMENTS  OF  PENCOYD  BEAMS. 


151 


ELEMENTS  OF  PEXCOYD  BEAJ>IS. 


n 


71 


ii  Tu 


XII. 


XIII. 


XIV.  XV. 


Coefficient 
in  Net  Tons  for 
Greatest  Safe 

Loud 
Distributed. 


88.00 
\  00.00 
70. 96 
80.33 
59.13 
66.26 
66.28 
71.91 
77.83 
87.21 
93.93 
I05.56 


62.55 
66.15 
45. 60 
51.12 
34.66 
38.961 
i5.81 
«0.6l| 

46.21 
50. 80 
37.52 
42.1  1 
31.15 
34.46 

34.87 
39. 04 
30. 23 
32.72 
22.481 
26.81 

27.10' 
29.66 
21.48 
24. 06 
17.95 
20.11 


0.75  410.61 

"  466.36 

"  331.14 

"  374.87 


Iron. 


Steel. 


XVI. 


>  <e  Si, 


331.13 
370.99 
364.541 
395.51 
428. 07 
479.66 
516.62 
680.58 


0.60  291. 90  360.28 
308. 70  370.44 
"      212.80  255.36 
"      238.56  286.27 
194.04 
'218.17 
1251.96 
278.36 

0.52  215.65'258.78 
"      237. 07  284.48 
"  176.09210.il 
196.51  235.31 
145.36  174.43 
••     ,160.81  192.97 

0.60  I162.721 195.26 
"  182.19  218.63 
"      141. 07  169.28 


I 


183.23 
125.89 
144.54 


126.46  151.75 
138.41  166.09 
100.24  120.29 
112.23  134.68 
I  100.52 
1112.61 


XVII. 


XVIII. 


Coefficient  for 
Dejiection. 


Distrib- 
uted. 


Centre. 


XIX.  XX. 


Maximum 
Load  in  Act 
Tons. 


.0000024 
.0000021 
.0000029 
.0000026 
.0000035 
.0000031 
.0000032 
.0000029 
.0000027 
.0000024 
.00000221 
.0000020 


.0000042I 
.0000039 
.0000057 
.000005 1 
.0000075 
.0000067 
.0000057 
.0000052 

I  ! 
.0000066 
.0000059 
.0000080 
.0000071 

.0000096 
.0000087j 

.0000090 
.0000080 
.0000104 
.0000096 
.0000139 
.0000121 


0000039  39 
0000034  77 
0000048  26 

0000043  55. 
0000058  22. 
0000052  44, 
0000052  27 
0000048  44 

0000044  32 
0000039  62 
0000036  43 
0000032  79 


Iron.  Steel. 


.78  46 
.45  91 
.03  30 
.10  64 
.77  26 
.46  52 
.1431 
.47  52 
,81  38 
.17,73 
.29  61 
.73,93 


II. 


88  15 
28  16 
.68  16 
94  16 
84  16 
40  16 
98  16 
41 


0000068  44 
0000065  58 

0000094  25 
0000084  47. 
0000 124  16 
00001  10  33. 

0000095  21 
000008  4  39 


49  62 
43  68, 
64  30, 
28  55. 
49  19. 
17  39, 
GO  24, 
78  46 


16 
16 
15 
16 
15 


44 
86 
22 
72 
43 
09 

75  12 
88  12 


12 
12 
12 
12 
12 
12 


I 


2.100  .0000129 
.0000117 
.0000162 
.0000145 
.0000194 
1.0000173 


0000106  25.92  30.56  103^ 
0000096  46.34  64.62|10J^ 

0000  130  20.97  24.71  1  OK 

00001  16  41.49  48.90  lO^I 
0000167|16.08  18.95  lO^ 
0000142  30.89  36.41  10>^ 

.0000147  27.66  32.69  10 
.0000132  46.96  65.35  10 
.0000170  15.87  18. 70  10 
.0000157  27.65  32.59  lO 
.0000229  12.06  14.2110 
.0000199  27.65,32.59|10 

000021  1^19. 55  23. 04  9 

0000193  32-87  38.74,  9 

0000266  12.50  14.73  9 

0000238  25.90  30.53  9 

0000318  10.44  12.301  9 

0000284  21.67  26.541  9 


152  ELEMENTS  OF  PENCOYD  BEAMS. 

ELEMENTS  OF  PENCOYD  BEAMS. 


I. 

II. 

III. 

IV. 

V. 

VI. 

VII. 

VIII. 

IX. 

X. 

XI. 

Number. 

i 

•i 

<» 

1 

Weight  in 
Pounds  per  Foot. 

Moments  of 
Inertia. 

Square  of 
Radius 
of  Gyration. 

Radius  of 
Gyration. 

1 

•i 

Iron. 

Steel. 

Axis 
A.  B. 

Axis 
CD. 

Axis 
A.  B. 

Axis 
a  D. 

Axis 
A.B. 

Axis 
C.I). 

11 
1 1 
12 
12 
607 
507 

8 
8 
8 
8 
8 
8 

8.26 
9.78 
6.24 
7.84 
5.08 
6.20 

27.53 
32. 60 
20. 80 
26.13 
16.93 
20.66 

28. 08 
33.25 
21.22 
26.65 
17.27 
21.07 

84. 80 
92.91 
66.83 
75.36 
64.31 
60.28 

7.38 
8.54 
4.50 
5.32 
3.49 
3.92 

10.24 
9.49 

10.69 
9.61 

10.69 
9.73 

0.90 
0.86 
0.72 
0.67 
0.69 
0.64 

3.20 
3.08 
3.27 
3.10 
3.27 
3.12 

0.95 
0.93 
0.85 
0.82 
0.83 
0.80 

13 
13 
14 
14 
506 
506 

7 
7 
7 
7 
7 

7 

6.68 
7.10 
5.26 
6.66 
4.25 
5!23 

22.26 
23.67 
17.53 
22. 20 
14.16 
17.43 

22. 70 
24.14 
17.88 
22.64 
14.44 
17.78 

50.40 
52.11 
44.60 
50.32 
35.25 
39.25 

4.10 
4.32 
3.42 
4.10 
2.66 
3.00 

7.66 
7.34 
8.45 
7.56 
8.29 
7.51 

0.60 
0.60 
0.66 
0.60 
0.62 
0.68 

2.76 
2.71 
2.91 
2.75 
2.88 
2.74 

0.78 
0.78 
0.81 
0.78 
0.79 
0.76 

23 
23 
24 
24 
15 
15 

6 
6 

Q 

6 
6 
6 

11.79 
13.29 
9.27 
lo!77 
5.65 
7.75 

39.30 
44.30 
30.90 
35. 90 
18.83 
25.83 

40.08 
45.19 
31.52 
36.62 
19.21 
26.35 

64.07 
68.67 
52.53 
57.03 
34.24 
40.54 

17.95 
20.95 
11.59 
13.68 
4.30 
5.78 

5.43 
5.15 
5.66 
5.29 
6.05 
5.24 

1.51 
1.59 
1.25 
1.28 
0.76 
0.74 

2.33 
2.27 
2.38 
2.30 
2.46 
2.29 

1.23 
1.26 
1.12 
1.13 
0.87 
0.86 

16 
16 
503 
503 

6 
6 
6 
6 

4.10 
5.42 
3.51 
4.47 

13.66 
18.06 
11. 70 
14.90 

13.93 
18.42 
11.93 
15.20 

25.42 
29.38 
21.14 
24.02 

2.40 
2.95 
1.82 
2.11 

6.20 
5.43 
6.00 
5.38 

0.58 
0.55 
0.52 
0.48 

2.49 
2.33 
2.45 
2.32 

0.76 
0.74 
0.72 
0.69 

17 
17 
18 
18 

6 
5 
5 
5 

3.03 
3.58 
2.73 
3.58 

10.10 
11.93 
9.10 
11.93 

10. 30 
12.17 
9.28 
12.17 

12.20 
13.34 
1 1.58 
13.34 

1.20 
1.37 
1.13 
1.37 

4.00 
3.72 
4.45 
3.72 

0.40 
0.38 
0.41 
0.38 

2.00 
1.93 
2.1 1 
1.93 

0.63 
0.62 
0.64 
0.62 

19 
19 
20 
20 

4 
4 
4 
4 

2.50 
3.38 
1.84 
2.44 

8.33 
1 1.26 
6.13 
8.13 

8.50 
11.48 
6.25 
8.29 

6.60 
7.77 
5.02 
5.82 

0.84 
1.11 
0.49 
0.60 

2.62 
2.31 
2.72 
2.37 

0.34 
0.32 
0.27 
0.25 

1.62 
1.52 
1.65 
1.54 

0.58 
0.57 
0.52 
0.50 

21 
21 
22 
22 

3 
3 
3 
3 

2.06 
2.72 
1.58 
2.03 

6.86 
9.06 
5.26 
6.76 

7.00 
9.24 
5.37 
6.90 

2.99 
3.48 
2.41 
2.75 

0.62 
0.85 
0.40 
0.50 

1.44 
1.28 
1.51 
1.35 

0.30 
0.31 
0.25 
0.25 

1.20 
1.13 
1.23 
1.16 

0.55 
0.56 
0.50 
0.50 

ELEMENTS  OF  PENCOYD  BEAMS. 


153 


ELEMENTS  OF  PENCOYD  BEAMS. 


XIII. 


0.40 


0.36 


0.25 


3.30  0.20 
3.89 


XIV. 


XV. 


Coefficient 
in  Net  Tons  for 
Greatest  Safe 

Load 
Distributed. 


Iron, 


Steel. 


98.93  1  18.72 
108.41  130. 092 
77.98  93.58 
87.92  105.50 
63.37  76. 04 
70.28  84.34 


67.20 
69.49 
69.45 
67. 06 
46.99 
62.31 


80.64 
83.39 
71.34 
80.47 
56.39 
62.77 


99.68  1 19.62 
106. 681128. 02 
81.71  98. 06 
88.71  106.46 
63.251  63.90 
63. 05  75.66 


39.53 
45.69 
32. 90 
37.38 

I 

22.77 
24.92 
21.61 
24.92 

16.40 
18.15 
1 1.71 
13.58 

I 

9.29' 
10.83 
7.61 
8.54 


47.44 
54.83 
39.48 
44.87 

27.32 
29. 90 
25.93 
29. 90 

18.48 
21.78 
14.05 
16. 30 

11.15 
13.00 
9.01 
10. 26 


XVI. 


013  ^ 


1.866 


XVII.  XVIII. 


Coefficient  for 
Deflection . 


Distrib- 
uted. 


Centre. 


XIX.  XX. 


Maximum 
Load  in  Net 
Tons. 


Iron.  Steel. 


0000186  .0000303I18.32  21.59 
0000169  .0000277  30. 05  36.41 
0000235  .0000386  11. 40  13.43 


II. 


0000208  .000034 1 
0000290.0000473 
0000260:. 0000426 

000031  1I.OOOO6IO 
0000301  .0000493 
0000361.0000576 
000031 1  .000061 1 
0000446 .0000734 
0000399.0000656 


23.91  28.18 
8.93il0.52i 
17.68  20. 84 

18.4421.73 
21.66  26.53 

7.60]  8.84 
18.44  21.73 

7.60|  8.84 
16.19  17.90 


0000245  .0000401  24.96  29.42 

•0000228  .0000376  36.85  42.25  6 

0000299  .0000489  19.16  22.58'  6 

0000275  .0000451  30. 23  36.63  6 

0000468  .0000751  i    9.00  10. 61  6 

00003871.0000634  24.96  29.42  6 


0000610 
0000533 
.0000741 
.0000652 

0001286^ 
0001 176 
0001364 
.0001  176 

i 

0002375 
00020 I 7 
0003122 
0002693 

0005241^ 
0004605 
0006602 
0005699 


000101 1 
0000876 
00012 16 
0001070 

0002 107 
000 1927 
0002200 
000 1927 


6.18 
16.44 

6.18 
13.69 


7.28  6 

19.38  6 

7.281  6 

16.13  6 


7.30  8.60 
1  1.54  13.60 

4.94  6.82 
1  1.64  13. 60 


0003896  6. 05 
0003308  1  1.68 
0006120  3.16 
0004417  7.81 


5.95 
13.76 
3.72 
9.20 


0008598  4.11  4.84 

0007386  8.96  10.56 

OOIO66I!  2.72  3.20 

00093461  6.131  7.22 


154 


ELEMENTS  OF  PENCOYD  CHANNELS. 


ELE^rEXTS  OF  PENCOYD  CHANIS^ELS. 

■A 


.JZ. 


d 


IL      IIL  IV. 


30  15 
30  15 
53  15 
15 
13 
13 


12 
12 

54  12 
64  12 


Weight  in 
Founds  per 
Foot. 


Iron.  Steel. 


Yl. 

VII.  '  VIII. '  IX. 

X.  XI. 

1 

Moments  of 
Inertia. 

Square  of 
Radius 
of  Gyration. 

Bad  ins  of 
Gyration. 

Axis 
!  A.B. 

Axis 
C.  D. 

Axis  ^Axis 

A.B.  an. 

Axis  \Axis 
A.  B.C.  I). 

\ 

n 


14.11  47.03  48. OO  441.59  16.75  31.29  1.19  5.59  1.09  0.99 
20.68  68.93  70.31  564.78  23.15  27.31  1.12  5.22  1.06  1.04 
10.60  35.33  36. OO  358.43  13.1633.81  1.245.81  l.lli0.99 
14.35  47.83  48. 80  428.74  16.64  29.89  1.16  5.47  1.08,  0. 95 
8.84  29.47  30.10  221.25  10.51  25. 03  1.19  5. OO  1.09  0.96 
12. 09  40.30  41. lO  267.02  13.30  22.09  1.104.70  1.05  0.92 

i      '  I 

8.91  29. 70  30.30  184.59    6.11  20.72  0. 69  4.55  0.83  0.80 
16.04  53.47  54.50  270.12  10.93  16.84  0.68  4.10  0.82  0.90 
6.71  22.37  22.80  136.31    5.20  20. 3  1  0.77  4.5 1  0.88  0.77 
10.08  33.60  34.30  176.81    7.02  17.54  0. 70  4. 19  0. 84  0.73 


427 

12 

6.27 

20 

1 

90  21.30  135 

68 

4 

i 

93  21 

64  0,79  4.65  0 

89 

0.77 

427 

12 

9.65 

32 

17  32.80 

176 

18 

6 

77 

18 

26  0.70  4.27  0 

84 

0.73 

32 

12 

6.02 

20 

07  20.50|126 

10 

3 

09  20 

94  0.51  4.57  0 

72 

0.63 

32 

12 

9. 40 

31 

33  31  .96  166 

1  1 

60 

4 

41 

17 

72  0.47  4.21  0 

68 

0.63 

331.^ 

\o^i 

7.09 

23 

63  24. 1  1 

102 

63 

4 

98 

14 

47  0.70  3.80  0 

84 

0.73 

33I2 

IOI2 

7.75 

25 

83  26.30  108 

66 

5 

38 

14 

02  0.69  3.74  0 

83 

0.73 

33 

10^ 

5.27 

17 

57  17.92 

77 

40 

3 

90 

14 

68  0.74  3.83  0 

86 

0.69 

33 

loyz 

5.93 

19 

77  20.20 

83 

43 

4 

29 

14 

07  0.72  3.75  0 

85 

0.68 

34 

10 

6.14 

20 

47  20.90 

90 

24 

3 

76 

14 

1  1 
70  0.61  3.83  0 

78 

0.73 

34 

10 

10.36 

34 

53  35.20  125 

40 

5 

96 

12 

10  0.57  3.48  0 

76 

0.76 

35 

10 

4.82 

16 

07  16.40 

72 

79 

2 

49 

15 

10  0.52  3.89  0 

72 

0.66 

35 

10 

6.72 

22 

40  22.85 

88 

42 

3 

30 

13 

16  0.49  3.63  0 

1  '  1 

0.63 

36 

9 

5.17 

17 

23  17.60 

61 

18 

2 

75 

1  1 

83  0.53  3.44  0 

73 

0.67 

36 

9 

8.55 

28 

50  29.07 

83 

99 

4 

26 

9 

82  0.50  3.13  0 

70 

0.70 

37 

9 

3.81 

12 

70  13.00 

45 

56 

1 

64 

1  1 

96  0.43  3.46  0 

66 

0.57 

37 

9 

5.64 

18 

80  19.18 

57 

90 

2 

20 

10 

27  0.39  3.20  0 

62 

0.56 

418 

8 

4. 05 

13 

50  13.80 

39 

65 

2 

10 

9 

79  0.52  3. 13L 

0.68 

418 

8 

6. 05 

20 

17  20. 60 

50 

31 

2 

97 

8 

32  0.49  2.88  0 

70 

0.66 

419 

8 

3.22 

10 

73  1  1.00 

30 

69 

1 

27 

9 

53  0.39  3.09  O 

63 

0.55 

419 

8 

4.47 

14 

90  15.20 

'  1 

37 

36 

1 

65 

8 

36  0.37  2.89  0 

1         I  1 

ex 

0.53 

ELEMENTS  OF  PENCOYD  CHANNELS. 


155 


ELEMENTS  OF  PEXCOYD  CHANNELS. 
A 


XIIL 

XIV. 

XV. 

XVI. 

XVII. 

XVIIL 

XIX. 

XX. 

XXI. 

II. 

Resistance. 
Axis  A.  B.  \ 

to  Previous  C/o- 
•  each  Additional 
mid  per  Foot. 

Coefficient 
in  Xet  Tons  for 
1    Greatest  Safe 
i  Load 
Distributed. 

1   Add  to  Previous  Co-  1 
ejf.  for  each  Additional 
Pound  per  Foot. 

Coefficient  for 
Deflection . 

Maximum 
Load  in  Net 
Tons. 

Iron. 

steel. 

Disfrih- 
91  ted. 

Centre. 

Iron. 

steel. 



55.88 

0.75 

274.77  329.72 

3.50 

'  .  1 

.0000035  .0000058 

40.0 1 

47. 1 6 



15 

75. 30 

351.40  421.68 

.0000028 

.0000046 

9  1 .30 

1 07.6  1 

1  5 

47.79 

223. 02  267.62 

.0000044 

.0000072 

19. 06 

22  46 

1 5 

57.  IG 

266.78  320.14 

.0000037 

.0000060 

47.42 

55189 

1  5 

34. 04 

0.65 

158.84 

190.61 

3.03 

.0000071 

.OOOOl 16 

1  8.95 

22.33 

13 

4  1  OS 

191. 70  230.04 

.0000059 

.0000096 

44.14 

52. 02 

13 

30.76 

0.60 

143.37 

172. 04 

2.80 

.0000085  .0000139 

2  1 .58 

25.43 

12 

45. 02 

2  10.09  252. 1  1 

.0000058 

.0000095 

76.64 

90.33 

12 

2*2.72 

106.02 

127.22 

.OOOOl 15  .0000189 

10.67 

12  58 

12 

29.47 

137.53 

165. 04 

.0000088  .OOOOl 45 

1 

36.26 

42.74 

12 

22.61 

0.60 

105.53 

126.64 

2.80 

.OOOOl 16  .0000189 

10.67 

12.58 

12 

29.36 

137. Ol 

164.41 

.0000089  .0000146 

36.26 

42.74 

12 

21.02 

98. 05 

1  17.66 

.0000124 

.0000204 

10.67 

12.58 

12 

27.77 

129.58  155. 50 

1 

.0000094  .OOOOl 55 

36.26 

42.74 

12 

19.55 

0.52 

91.23 

109.47 

2.43 

.0000153 

.0000250 

23.29 

27.43 

\o% 

20.70 

96. 60 

1 15.92 

.0000144 

.4000237 

28.41 

33.48 

14.74 

68.79 

82.55 

.0000202 

.0000332 

13. 05 

15.37 

ioy2 

15.89 

74.15 

88.98 

.0000188 

.0000308 

18.1  1 

21.34 

io>^ 

18  05 

0.50 

84.23 

101.08 

2.33 

.0000174 

.0000285 

14.17 

16.70 

10 

25.08 

1  17.04  140.45 

.0000125 

.0000205 

46. 90 

55.28 

10 

14.56 

67.95 

81.54 

.00002  15 

.0000353 

8.47 

9.98 

lO 

17  68 

82.54 

99. 05 

.0000170 

.0000291 

22. 70 

26.75 

lO 

13.59 

0.45 

63.45 

76.14 

2.10 

1 

.0000257 

.0000420 

12.67 

14.93 

9 

18.66 

87. 09 

104.51 

.0000187 

.0000306 

39. OO 

45.97 

9 

10.12 

47.24 

56.69 

.0000344 

.0000564 

7.45 

8.78 

9 

12.87 

60. 05 

72. 06 

.0000271 

.0000444 

21.62 

25.48 

9 

9.91 

0.40 

46.25 

55. 50 

1.87 

1 

.0000395 

.0000648 

8.32 

9.81 

8. 

12.58 

58. 70 

70.44 

.0000312 

.000051 1 

23.93 

28. 20 

8 

7.67 

35. 80 

42.96, 

.000051 1 

.0000838I 

6.47 

7.63 

8 

9.34 

43.58| 

62. 30 

1 

.0000420 

1 

.0000688 

16.1  1 

18.99 

8 

156  ELEMENTS  OF  PENCOYD  CHANNELS. 

ELEMENTS  OF  PENCOYD  CHAXNEL.S. 

'  -  I  —  V  


Section  Number.  ^ 

II. 

III. 

IV. 

V. 

VL 

VII. 

VIII. 

IX. 

X. 

XI. 

XII. 

Size  in  Inches. 

A  rea  in  Square  Inches. 

Weight  in 
Pounds  per 
Foot. 

Moments  of 
Inertia. 

Square  of 
Radius 
of  Gyration. 

Radius  of 
Gyration. 

Distance  "rf"  from 
Base  to  Neutral  Axis. 

Iron. 

Steel. 

Axis 
A.  B. 

Axis 

a  D. 

Axis 
A.  B. 

Axis 
a  D. 

Axis 
A.B. 

Axis 
CD. 

40 

7 

4.11 

13.70 

14. OO 

29.74 

1.73 

7.24 

0.42 

2.69 

0.66 

0.65 

40 

7 

7.29 

24.30 

24. 80 

42.72 

3.06 

6.86 

0.42 

2.42 

0.66 

0.7^ 

417 

7 

2.64 

9.00 

19. 03 

0.92 

7.2  1 

0.35 

2.68 

0.59 

0.51 

417 

7 

4.11 

14. OO 

25.03 

1.28 

6.09 

0.31 

2.47 

0.55 

0.60 

41 

7 

2.47 

8.23 

8.40 

18.83 

0.8  1 

0.33 

2.760.57 

0.63 

41 

7 

4.33 

14.43 

14.72 

26.43 

1.30 

6!lO 

0.30 

2.47  0.56 

0.51 

42 

6 

3.22 

10.73 

1  l.OO 

17.77 

1.38 

5.62 

0.43 

2.36  0.65 

0.65 

42 

6 

5.47 

18.23 

18. 60 

24.52 

2.30 

4.48 

0.42 

2.12I0.66 

0.63 

44 

6 

2.31 

7!70 

7!90 

12;38 

0.58 

6.36 

0.25 

2.31 

0.50 

0.48 

44 

6 

3.35 

11.17 

11.39 

15.47 

0.82 

4.62 

0.25 

2.16 

0.60 

0.47 

415 

6 

2.21 

7.50 

11.77 

0.67 

5.33 

0.30 

2.31 

0.55 

0.49 

415 

6 

3.41 

11.60 

18. 70 

0.94 

5.48 

0.27 

2.34 

0.52 

0.48 

412 

6 

2.47 

8.23 

8.40 

9.39 

0.91 

3.80 

0.37 

1.95 

0.60 

0.60 

412 

6 

3.64 

12.13 

12.40 

11.83 

1.31 

3.25 

0.36 

1.82  0.60 

0.60 

413 

5 

1.80 

6.12 

6.73 

0.47 

3.74 

0.26 

1.93 

0.61 

0.47 

413 

5 

2.75 

9.35 

8.70 

0.67 

3.16 

0.24 

1.78 

0.49 

0.46 

47 

4 

2.16 

7.20 

7.30 

5.07 

0.62 

2.35 

0.24 

1.53 

0.49 

0.53 

47 

4 

3.16 

10.53 

10.70 

0.40 

0.81 

2.02 

0.26 

1.42 

0.51 

0.67 

48 

4 

1.65 

5.50 

6.60 

3.99 

0.34 

2.42 

0.21 

1.66 

0.46 

0.47 

48 

4 

2.15 

7.17 

7.30 

4.66 

0.45 

2.17 

0.21 

1.47 

0.46 

0.47 

1:1  1 

4 

1.62 

5.16 

3.70 

0.33 

2.43 

0.22 

1.66 

0.46 

0.46 

411 

4 

2.24 

7.60 

4.66 

0.48 

2.08 

0.21 

1.44 

0.46 

0.46 

49 

3 

1.63 

5.10 

5.20 

2.04 

0.22 

1.33 

0.14 

1.15 

0.38 

0.51 

49 

3 

1.81 

6.03 

6.15 

2.50 

0.39 

1.38 

0.22 

1.18 

0.46 

0  52 

50 

2^^ 

1.13 

3.77 

3.84 

0.80 

0.19 

0.71 

0.17 

0.84 

0.41 

0.47 

61 

2 

0.87 

2.90 

2.96 

0.48 

0.08 

0.55 

0.09 

0.74 

0.30 

0.37 

61 

2 

1.06 

3.53 

3.60 

0.54 

O.l  1 

0.51 

O.IO  0.71 

0.32 

0.39 

52 

0.34 

1.13 

1.15 

0.16 

O.OO 

0.44 

0.67 

0.18 

ELEMENTS  OF  PENCOYD  CHANNELS.  157 

ELEMENTS  OF  PEXCOYD  CHANISTELS. 


XIII. 

XIV. 

1 

'  XV. 

XVI. 

1 

1  xvn. 

.C  S 

XVIH. 

XIX. 

XX. 

XXI. 

IL 

Resistance.  ' 
Axis  A.B.  ^ 

-Is  ^ 

?^  ^  ^ 

0)pfficient 
in  Net  Jons  for 
Greatest  Safe 

Load 
Distributed. 

Coefficient  for 
Deflection. 

Maxivnnn 
Load  in  Set 
Tons. 

Size  in  Inches.  \ 

Iron. 

steel. 

Distrib- 
uted. 

Centre. 

Iron. 

steel. 

8.50 

0.35 



39.66 

47.59 

1.633 

.0000527 

.0000864 

10.62 

12  52 



7 

56.98 

68.38 

.0000367 

.0000602 

34.73 

40  93 

7 

5.43 

30.41 

.0000824 

.0001351 

5.91 

6.97 

7 

7.15 

40.04 

.0000626 

.0001027 

17.37 

20  47 

7 

5.38 

25.1  1 

30.13 

.0000832 

.0001365 

4.00 

4.71 

7 

7.55 

35.23 

42.28 

.0000593 

.0000973 

18.30 

21.57 

7 

5.92 

0.30 

27.63 

33.16 

1.400 

.0000882 

.0001446 

7.60 

8.96 

8.17 

38.14 

45.77 

.0000639 

.0001048  24.73 

29.15 

% 

4.13 

19.26 

23. 1  1 

u 

.COO  1  266 

.0002076 

6.40 

6.35 

6 

5. 16 

24.07 

28.88 

r. 

.0001013 

.0001662 

13.45 

15.82 

6 

3.92 

21.96 

.0001332 

.0002184 

5.25 

6.19 

6 

6.23 

34  90 

.0000838 

.0001375 

14.60 

17.21 

6 

3.76 

0.25 

17.54 

21.05 

1.166 

.0001669 

.0002738 

6.29 

7.40 

6 

4.73 

22.08 

26. 50 

.0001325 

.0002  173 

15.25 

17.97 

5 

2.69 

15. 07 

.0002329 

.0003820 

4.55 

5.36 

5 

3.48 

19.49 

.0001802 

.0002955  1  1.92 

i 

14.02 

5 

2.53 

0.20 

1  1.'84 

14.1  1 

0.933 

.0003092 

.0005070 

5.98 

►  7.05 

4 

3.20 

14.93 

17.92 

.0002449 

.0004017 

13.43 

15.83 

4 

1.99 

9.31 

11.17 

.0003928 

.0006443 

4.03 

4.75 

4 

2.33 

10.87 

13. 04 

.0003364 

.0005617 

7.89 

9.30 

4 

1.86 

.( 

10.36 

.0004236 

.0006948 

3.79 

4.47 

4 

2.33 

it 

13. 04 

.0003364 

.0005517 

5.53 

6.62 

4 

1.36 

0.15 

6.35 

7.62 

0.700 

.0007684 

.0012601 

4.08 

4.81 

3 

1.67 

7.77 

9.32 

.0006270 

.0010283 

6.18 

7.28 

3 

0.71 

O.ll 

3.31 

3.97 

0.522 

.0019593 

.0032133 

2.56 

3.02 

0.48 

O.IO 

2.24 

2.69 

0.466 

.0032654 

.0053556 

2.90 

3.42 

2 

0.54 

2.52 

3.02 

.0029025 

.0047605 

4.26 

5.02 

2 

0.17 

0.09 

0.79 

0.95 

0.406 

.0104493 

.0171371 

0.93 

I.IO 

158 


ELEMENTS  OF  PENCOYD  Z  BARS. 


ELEMENTS  OF  PENCOYD 


BARS. 


Ction 
mber. 

Size  in  Inches. 

a  in 
Inches. 

Weight  per  Foot 
in  Pounds. 

Moments  of 
Inertia. 

Resista7,ce. 

Iron. 

Steel. 

Axis 
A.  B. 

Axis 
CD. 

Axis 
A.  B. 

1.8> 

jM.xis 

]n.D. 

220 
220 

2f  x3 
2|  x3J 

x2^  X  J 
x2|  X  t 

1.94 
2.94 

6.47 
9.80 

6.60 
10.00 

2.81 
4.34 

2.61 
4.22 

1.04 
1.65 

22l'2^ix3 
22L2i|x33^ 

X  22  J  X 

X  2§|  X  J 

3.28 
3.75 

10.93 
12.50 

11.15 
12.75 

4.20 
4.89 

4.24 
5.04 

7.80 
'  3.19 

1.74 
2.04 

222 '2 J  x4 
222  p  x4J 

x2|  X  i 
x3    X  1 

2.32 
3.50 

7.73 
11.67 

7.88 
11.90 

5.95 
.9.14 

3.47 
5.58 

2.98 
4.43 

1.26 
1.98 

223  2fix4 
223,3^  x4J 

X  m  X  ^ 

3.96 
5.16 

17.20 

AO  Ad 

1o.4d 
17.54 

y.4o 
12.40 

D.uy 

8.40 

4.70 
6.01 

2.21 
2.99 

224  3^^x4 
224^3,^x41 

x3J^x  i 
X  3  A  X  1 

5.53 
6.75 

18.43 
22.50 

18.80 
22.95 

12.11 
14.97 

8.73 

11.24 

6.06 
7.26 

3.17 
4.00 

225  3^x5 
225  3^  X  5J 

X  3,3^  X  3% 

X  3^  X 

3.36 
4.75 

11.20 
15.83 

11.42 
16.15 

13.14 
18.76 

5.81 
8.67 

5.26 
7.32 

1.92 
2.80 

226  3^^x5 
226  3Hx5i 

X  3^  X  J 
X  3H  X  1 

5.23 
6.60 

17.43 
22.00 

17.78 
22.44 

19.03 
24.33 

8.77 
11.70 

7.61 
9.49 

2.95 
3.86 

227'3i  x5 
227^3%  X  5^ 

x3i  xH 
x3^x  1 

6.96 
7.64 

23.20 
25.46 

23.66 
25.97 

23.68 
26.16 

11.37 
12.83 

9.47 
10.34 

3.91 
4.36 

228  3J  x6 
228|3f  x6J 

x3i  X  1 
X  3|  X  J 

4.59 
6.19 

15.30 
20.63 

15.61 
21.05 

25.32 
34.36 

9.11 
12.87 

8.44 
11.22 

2.75 
3.81 

229  3^  x6 
229  31  x6J 

i 

x3i  x^ 
x3t  xH 

6.68 
8.25 

1 

22.27 
27.50 

22.71 
28.05 

34.64 
43.18 

12.59  ' 
16.34 

11.55 
14.10 

3.91 
4.98 

230  3i  x6 
230  31  x6J 

x3i  X  1 
X  3f  X  f 

8.64' 
10.16 

28.80 
33.86 

29.37 
34.54 

42.12 
50.22 

15.44 
19.18 

14.04 
16.40 

4.94 
6.02 

ELEMENTS  OF  PENCOYD  Z  BARS. 


159 


KLKMENTS  OF  PENCOYD 


15ARS. 


Radii  of  Gyration. 


Ooejfficient  in  Net  Tons 
for  Greatest  Safe 
Load  Distributed. 


Axis  ;  Axis 
A.  B.  CD. 


Least 
Axi^ 
E.  F. 


I 

1.20  1.16  0.52 

1.21  1.20  0.57 
I  'I 

1.13  1.14  0.54 

1.14  1.16  0.57 

1.60  1.22  0.63 

1.61  j  1.26  ,  0.65 

1.54  '  1.24  \  0.64 

1.55  1.28  0.65 

I 

1.48  1.25  0.75 

1.49  1.29  0.66 

1.98  1.33  0.72 

1.99  1.35  0.74 

1.91  ,  1.30  0.73 

1.92  I  1.33  I  0.75 

I 

1.84  '  1.28  '  0.73 

1.85  :  1.30  0.74 


2.35 
2.36 

2.28 


1.41 
1.44 


0.83 
0.84 


1.37  I  0.^ 


2.29  1.41  0.83 


2.21  !  1.34 

2.22  I  1.37 


0.80 
0.82 


Iron. 


8.72 
12.97 

13.06 
14.88 

13.90 
20.67 

21.93 
28.04 

28.28 
33.88 

24.54 
34.16 

35.51 
44.28 

44.19 
48.25 

39.38 
52.36 

53.90 
65.80 

65.52 
76.53 


Steel. 


10.46 
15.56 

15.67 
17.86 

16.68 
24.80 

26.32 
33.65 

33.94 
40.66 

29.45 
40.99 

42.61 
53.14 

53.02 
57.90 

47.26 
62.83 

64.68 
78.96 

78.62 
91.84 


Coefficient  for  De- 
flection About 
Axis  A.  B. 


Centre. 


Distrib- 
uted. 


.0009148  .0005578 
.0003612.0003612 

.0006121 .0003732 
.00052571.0003205 

.0004320.0002634 
0002813.0001715 

0002735' .0001667 
0002073.0001264 

.0002123.0001294 
,0001717.0001050 

.0001956' .0001193 
,0001370  .0000836 


.0001351 
,0001057 


.0000824 
.0000644 


Maximum 
Load  in 
Net  Tons. 


Iron. 


4.79 
7.87 

8.91 
10.46 

5.97 
10.02 

11.60 
15.68 

17.03 
21.23 

10.75 
14.47 

16.41 
21.45 


.0001086  .0000662  23.25 
.0000983  0000599,  25.84 

.0001015  .0000619  13.46 
.0000748|. 0000456  19.48 

.0000742  .0000452  21.97 
.0000595  .0000363  27.54 

i  I 
.0000610  .0000372;  30.21 
.0000512  .0000312!  36.33 


35.61 


230 


42.82  ,  230 


160 


ELEMENTS  OF  Z  BAR  COLUMNS. 


ELEMENTS  OF    Z    BAR  COLUMNS. 


/=  Mom.  of  Inertia. 


-fate  to  fat 


_  J._    B  =  Rad.  of  Gyration. 


The  thickness  of  Web  Plate  and  Z  Bar  is  the  same. 


Size  of  Z  Bar  in 
Inches. 


31  x6    x3h  x| 

3|  x6i  x3|  xi 
3^  x6    x3^  x^ 
3^^x6^x3ftxf 
3|  x6i  x3f 
3h  x6    x3^  x| 
3^x6A^x3?,xH 
3t  x6i  x3g  x^ 


3^x5|  xSi^xfs 
3^x5  x3^x^ 
339,x5^yx3f;x^ 
3^k5i  x3^ix| 
3i"x5  x3rxH 
3fgx5^x3^xj 


21  x4   x2|  xi 

2i|x4J^x2Hxit 
3   x4^  x3  x| 
2|ix4  x2|^Xi^ 
;»  3^x4^5x3^x1 
3-33;x4i  x3^x?^ 
3^x4:  xSJ^xf 
3^  x4r^x3l  xU 
3^x^  x3Axj 


2f  x3   x2f  xj 
2i^x3J5x2iix^ 
2|  x3i  x2|  x| 
2|ix3  x2^xf^ 
211x3^x2^x1 


1"  Web  Plate,  ly^'  Face  to  Face. 
Area 

of4:Z   Axis  XX.      Axis  YY. 
Bars 
and  ] 
Plate 


20.99  264 
24.62  306 
28.26  347 
30.66  365, 
34.22  403, 
37.81440, 
39.81 448, 
43.21481, 
46.77  514. 


.18 12.59  287, 
.41 12.45  346, 
.81 12.31409, 
.2411.91426, 
.0211.78  489, 
,2511.64  555, 
,2411.26  562, 
,0611.13  628. 
,7311.00  699. 


,91 13.72 
.95 14.09 
.27  14.48 
.30  13.90 
.32 14.30 
,79 14.70 
,41 14.13 
,31 14.54 
,07 14.95 


63^^^  Weh  Plate.  6%"Face  to  Face. 


15.47 169.65  10.97: 
18.64  202.0410.84 
21.84  233.93 10.71 
24.17  249.97  10.34 
27.30  279.93 10.25 
30.46  308.80  10.14 
32.31316.97  9.81 
35.44  343.48  9.69 


147.391  9.53 
183.47  9.84 
223.0010.21 
234.39  9.70 
273.72 10.03 
315.55  10.36 
320.08  9.91 
362.93 10.24 


6"  Web  Plate.  Face  to  Face. 


10.78 101.90 
13.52 126.20 
16.25  149.91 
18.47  166.01 
21.24  188.60 
24.02  210.67 
25.87  221.21 
28.69  242.12 
31.50  262.65 


9.451  65.72 
9.34!  85.86 
9.23107.47 
8.99 115.63 
8.88 138.44 
8.77 163.09 
8.55 166.90 
8.44 192.70 
8.32  220.68 


6.10 
6.35 
6.61 
6.26 
6.52 
6.79 
6.45 
6.72 
7.01 


Web  Plate.  o%"Face  to  Face. 


9.14  72.59j  7.94  31.74  3.47 

11.48  90.17  7.85  42.14  3.67 

13.82107.05  7.75  53.40  3.86 

15.53115.58'  7.44  55.61  3.58 

17.75130.45:  7.35:  67.20  3.79 


Web  Plate.  l%"Face  to  Face. 


A  rea 

0/4Z 

Axis  XX. 

Axis  YY. 

Ba 
and  1 

Plate 


B?. 


21.17  299. 
2A.M341. 
28.51 392, 
30.94  415, 
34.53  458, 
38.16  500, 

40.19  511 
43.61  549 

47.20  587, 


3414, 
30 13, 
86 13, 
23 13 
45 13, 
93 13 
,45 12 
,08 12 
,80 12 


14  287 
98  346, 
78409, 
,42426, 
,28  489 
,13455 
,73  562 
,59  628 
,45  699 


91 13.60 
.95 13.97 
28 14.36 
31 13.78 
.33 14.17 
,80 14,57 
.42 13.99 
33 14.41 
.10 14.81 


'  Tre6  Plate,   ly^'  Face  to  Face. 


15.63 193.91 
18.83  231.00 
22.06  267.61 
24.42  287.67 
27.58  321.22 
30.78  354.42 
32.65  364.83 
35.81 395.52 


12.41147.391  9.43 
12.27183.47!  9.74 
12.13  223.00  10.11 
11.78  234.39  9.60 
11.65  273.72  9.93 
11.52  315.56 10.25 
11.17  320.09  9.80 
11.04,362.95 10.14 


^y^"  Web  Plate,  ^y^' Face  to  Face. 


10.91117.6210.78 
13.67 145.72 10.66 
16.44 173.18 10.53 
18.68 192.14 10.29 
21.49  218.39  10.16 
24.30  244.05  10.04 
26.18  256.76  9.83 
29.03  281.15  9.69 
31.88  305.12  9.57 


65.72  6.02 

85.86  6.28 

107.47  6.54 

115.64  6.19 

138.45 

163.10 

166.91; 

192.701 
220.70 


6.44 
6.71 
6.39 
6.64 
6.92 


6^^  Web  Plate.   6^  Face  to  Face. 

9.16  31.74  3.43 
9.05  42.15  3.62 
8.93  53.41  3.81 
8.61  55.61  3.53 
8.51  67.20  3.73 


9.26  84.82 
11.64  105.31 
14.01 125.14 
15.75 135.63 
18.00 153.14 


ELEMENTS  OF  Z  BAK  COLUMNS. 

ELEMENTS  OF    Z    l^^^i^  COLUMNS. 

! 


161 


/  =  Mom.  of  Inertia. 


R  =  Rad.  of  Gyration. 


The  thickness  of  Web  Plate  and  Z  Bar  is  the  same. 


Size  of  Z  Bar  in 
incites. 


3i  x6    x3.^r  x| 

3,^  x6i  x3^  x^^ 
3i  x6    x3i  x^ 
3;':;x6iigx3a^xt 
3^  x6^  x3^  x\l 
3\  x6    x3\  x| 
3?,x6,i,x3;^,xi,^ 
3|_x6jr_x3|_x4_ 


3t^x5  xS^^x^ 
3i  x5,Vx31  x| 
3t^x5J  x3i^^Xi7g 
3;^^x5  x3;^vx^ 
3:>?x5/b^x33^x  X 
3^^x5i^  x3Ux^ 
3i  x5'  x3i'xli 
3^,x5,^x3^xj 


2^  x4 

3  x4i 

2i^x4 

3^x4,1, 

3.'5x4i 

3i\ix4 

3s^  x4,i, 

3Ax4i 


x2J  xi 

x2l8xi^ 
x3  x,| 
x2Hxi^ 
x3,^x| 

x3,3,xtV 
x3^,xt 
x3i  x(j 
x3tVxj 


2^  x3   x2§  x^ 

2ilx3Ax2iix^ 
2?  x3|  x2|  x^ 
2;iU3  x2^ix^ 
2Mx3Ax2i|x^ 


8'^  Web  Pi  ate.  Face  to  Face. 
''  ''    Axis  XX 


ofiZ 
Bars 
and  1 
Plate 

21.36  337 
25.06  391 
28.76  444. 
31.22469, 
34.84  518. 
38.50  566. 
40.56  579. 
44.02  622. 
47.64  666 


Axis  YY. 


R^. 


.17 15.78  287, 
.37 15.62  346 
.57  15.46409, 
,16  15.03426, 
,19  14.88489, 
.43 14.72  555, 
.76  14.29  562. 
,59  14.14  628. 
83 14.00  699. 


.92 13.48 
96 13.85 
28 14.23 
.32 13.65 
.34 14.05 
.82  14.44 
,44  13.87 
,36  14.27 
,13 14.67 


7%"  Web  Plate.  ' 
15.78|220.13;13: 
19.0l'262.32'l3, 
22.28  303.96' 13, 
24.67  327.5613, 
27.86  365.8713, 
31.09  403.9312, 
33.00416.75 12, 
36^19  452.01 12 

7'' Web  Plate. 
11.03134.71 
13.83  166.97 
16.63  198.52 
18.90  220.75 
21.74  250.90 
24.58  280.48 
26.50  295.54 
29.37  323.83 
32.25  351.60 


t%"Face  to  Face. 
r95 147.39~9.35 
80183.47  9.65 
64  223.00  10.01 
28  234.40  9.50 
13  273.73  9.83 
:.99  315.57  10.15 
63320.101  9.70 
491362.96 10.03 


7%''  Face  to^ 
12.211  65.721 
12.07'  85.86 
11.94  107.47 
11.68115.64 
11.54  138.45 
11.41 163.10 
11.15  166.92 
11.03  192.73 
10.90  220.72 


Face. 

"5.96 
6.21 
6.46 
6.12 
6.37 
6.64 
6.30 
6.56 
6.84 


Web  Plate.  6%"Face  to  Face. 


9.391  98.12 
11.79121.99 
14.20,144.98 
15.96  157.65 
18.25  178.09 


10.45 
10.35 
10.21 
9.88 

9.761  67.21'  3.68 


31.741  3.38 
42.15'  3.58 
53.41  3.76 
55.62  3.49 


Web  Plate.  ^%"Face  to  Face. 


Area 
of4.Z 

Bars 
and  1 
Plate 


Axis  XX. 

Axis  YY. 

I. 

R\ 

I. 

R^. 

25.28438.55 17.35  346.96 13.73 


29.01498.3517.18 


31.50  527.03  16, 
35.15  582.2716, 


409.29 14.11 


38.84  636.74 
40.94  653.06 
44.43701.62 
48.08  751.66 


426, 
489, 
555, 
562, 
628, 


33 13.53 
.3513.92 
83 14.31 
46 13.74 
3814.14 
1.1514.54 


%"JVeb  Plate. 
15.94  248.29| 
19.20  296.02 
22.50  343.21 
24.92  370.53 
28.14  414.08 
31.40:457.31 
33.34  472.79 
36.56513.78 


16, 
15, 
15. 
15. 

834^^  Face  to  Face. 


15.581147.39 
15.42 183.48 
15.25  223.01 
14.87  234.40 
14.72  273.74 
14.56  315.58 
14.18  320.121  9.60 
14.05  362.981  9.93 


9.25 
9.56 
9.91 
9.41 
9.73 
10.05 


7yj'  Web  Plate.  7%'^ace  to  Face. 
11.16153.1713.721  65.721  5.89 
13.98 189.95 13.59  85.86 
16.81  225.94  13.44  107.47 
19.12  251.40  13.15115.64 
21.99  286.1013.01 138.46 
24.86  319.96  12.87  163.11 
26.81:337.59 12.59166.93 
29.72  370.17 12.45  192.74| 


6.14 
6.39 
6.05 
6.30 
6.56 
6.23 
6.49 

32.63|402.09, 12.32  220.731  6.77 
7''  Web  Plate.   7%"  Face  to  Face. 


9.511112.6511.851  31.741  3.34 

11.95 140.07  11.71'  42.151  3.53 

14.39166.6011.58  53.411  3.71 

16.18181.6711.23  55.62  3.44 

18.50  205.32  ll.lO;  67.211  3.63 


162  ELEMENTS  OF  PENCOYD  DECK  BEAMS. 

ELt:MENTS  OF  PENCOYD    DECK  BEAMS. 

n  ^ 

_c  J  A  L —  Op_  


Section  Number.  ^ 

II. 

III. 

IV. 

V. 

VI. 

VII. 

VIII. 

IX. 

X. 

XI. 

Size  in  Inches. 

.4  rea  in  Square  Inches. 

Weight  in 
Pounds  per 
Foot. 

Moments  of 
Inertia. 

Square  of 
Radius 
of  Gyration. 

Radius  of 
Gyration. 

Iron. 

Steel. 

Axis 
A.  B. 

Axis 
a  I). 

Axis 
A.  B. 

Axis 

a  D. 

Axis 
A.  B. 

Axis 
CD. 

69 

111/2 

10.54 

35.14 

35.84 

192.01 

7.84 

18.36 

0.75 

4.28 

0.87 

oy 

111/ 

13.41 

44.70 

45.59 

223.63 

8.06 

16.78 

0.60 

4.10 

0.78 

62 

10 

8.27 

27.56 

28.12 

120.75 

6.31 

14.74 

0.77 

3.84 

0.88 

62 

10 

11.39 

37.96 

38.73 

146.75 

7.69 

12.98 

0.68 

3.60 

0.82 

63 

9 

7.26 

24.20 

24.68 

84.77 

4.92 

11.82 

0.69 

3.44 

0.83 

63 

9 

9.51 

31.70 

32.33 

99.95 

5.69 

10.60 

0.60 

3.26 

0.78 

64 

8 

6.17 

20.56 

20.98 

57.66 

3.63 

9.44 

0.59 

3.07 

0.77 

64 

8 

8.42 

28.06 

28.63 

69.66 

4.41 

8.33 

0.53 

2.89 

0.73 

65 

7 

5.26 

17.53 

17.88 

37.05 

2.59 

7.11 

0.50 

2.67 

0.71 

65 

7 

7.22 

24.06 

24.55 

45.46 

3.23 

6.34 

0.45 

2.52 

0.67 

66 

6 

4.22 

14.06 

14.35 

21.95 

1.64 

5.25 

0.39 

2.29 

0.63 

66 

6 

5.72 

19.06 

19.45 

26.61 

2.04 

4.69 

0.36 

2.16 

0.60 

67 

5 

3.39 

11.30 

11.53 

12.04 

0.98 

3.57 

0.29 

1.89 

0.54 

67 

5 

4.64 

15.46 

15.78 

14.64 

1.268 

3.17 

0.27 

1.78 

0.52 

ELEMENTS  OF  PENCOYD  DECK  BEAMS.  163 

ELE31ENTS  OF  PENCOYD    DECK  BEAMS. 


XII. 

XIII. 

XIV. 

XV. 

XVI. 

XVII. 

XVIII. 

XIX. 

XX. 

XXI. 

II. 

Resistance. 

to  Previous  Co-  | 
each  Additional, 
undper  Foot. 

Coefficient 
in  Xet  Ions  for 
Greatest  Safe 

Load 
Distributed. 

to  Previotfs  Co- 
•  each  Additional 
und  per  Foot. 

Coefficient  for 
Deflection. 

Maximum 
Load  in  Net 
Tons. 

•^^ 

si 

i-2 

Axisy^"^ 
A.  B.\^kk 

Iron. 

Steel. 

Distrib- 
uted. 

Centime. 

Iron. 

Steel. 

30.47 
o/.yu 
21.11 
26.59 

0.57 
U.o  / 
0.50 
0.50 

155.83 
181.50 
112.70 
136.96 

187.10 
217.80 
135.24 
164.35 

2.66 
2.66 
2.33 
2.33 

.0000082 
.0000071 
.0000130 
.0000107 

.0000134 
.0000115 
.0000213 
.0000175 

29.75 
52.19 
17.81 
42.18 

35.06 
61.51 
20.99 
49.71 

5.20 
5.60 
4.28 
4.48 

- 

IIV2 
III/2 

10 
10 

16.95 
20.36 
12.81 
16.09 

0.45 
0.45 
0.40 
0.40 

87.91 
103.65 
67.27 
81.27 

105.49 
124.38 
80.72 
97.52 

2.10 
2.10 
1.87 
1.87 

.0000185 
.0000157 
.0000272 
.0000225 

.0000303 
.0000257 
.0000445 
.0000369 

17.07 
34.59 
14.14 
31.55 

20.12 
40.77 
16.66 
37.18 

4.00 
4.09 
3.50 
3.68 

9 
9 
8 
8 

9.50 
11.73 
6.55 
8.19 

0.35 
0.35 
0.30 
0.30 

49.39 
60.61 
34.14 
41.39 

59.27 
72,73 
40.97 
49.67 

1.63 
1.63 
1.40 
1.40 

.0000423 
.0000345 
.0000712 
.0000589 

.0000694 
.0000565 
.0000117 
.0000966 

13.16 
28.304 
10.54 
21.96 

15.51 
33.36 
12.42 
25.88 

3.09 
3.21 
2.65 
2.75 

7 
7 
6 
6 

4.33 
5.42 

0.25 
0.25 

22.47 
27.33 

26.96 
32.80 

1.67 
1.67 

.0001302 
.0001071 

.0002135 
.0001756 

9.34 
18.68 

11.01 

22.02 

2.22 
2.30 

5 
5 

i 


164       ELEMENTS  OF  PENCOYD  BULB  ANGLES. 


ELEMENTS  OF  PENCOYD  BULB  ANGLES. 


A 


I. 

n. 

in. 

IV. 

V. 

VL 

VIL 

vin. 

X. 

XL 

XII. 

XIII.  XIV. 

ion  Number.  | 

•i 

i 

Weight  in 
Pounds 
per  Foot. 

Moments  of 
Inertia. 

Square 
of  Radius  of 
Gyration. 

Radius  of 
Gyration. 

Iron\  Steel. 

Axis 
A.  B. 

Axis 
CD. 

Axi.<i 
E.  F. 

Axis 
A.  B. 

Axis  Axis 
a  D.  E.  F. 

Axis 
A.B. 

Axis 
CD. 

Axis 
E.F. 

255 
255 

5 
5 

i  ' 

2.81  9.36  9.55  12.43 
3.4311.4311.66  18.70 

2.13 
3.25 

1.68 
1.96 

4.42 
5.45 

0.76 
0.95 

0.56 
0.58 

2.10 

2.33 

0.87 
0.97 

0.75 
0.76 

254 
254 

6 
6 

3.72  12.40  12.65  22.59 
4.95  16.50  16.83  33.76 

4.10 
4.56 

2.08 
3.33 

6.07 
6.82 

1.12 
0.92 

0.56 
0.67 

2.46 
2.61 

1.06 
0.96 

0.75 
0.82 

253 
253 

7 
7 

4.69  15.64  15.95  29.50 
5.95  19.85  20.24  36.31 

i 

2.66 
3.36 

2.96 
3.66 

6.29 
6.10 

0.57 
0.56 

0.63 
0.62 

2.50 
2.47 

0.76 
0.74 

0.79 
0.78 

252 
252 

8 
8 

5.7219.0919.4748.30 
7.14  23.82  24.30  59.20 

3.80 
5.26 

3.75 
5.16 

8.44 
8.29 

0.66 
0.73 

0.65 
0.72 

2.90 
2.88 

0.82 
0.83 

0.80 
0.84 

251 
251 

9 
9 

6.60  22.00  22.44  63.96 
7.72  25.73  26.24  75.80 

4.67 
5.74 

4.90 
6.24 

9.71 
9.82 

0.71 
0.74 

0.86 
0.86 

3.11 
3.13 

0.84 
0.80 

0.92 
0.89 

250 
250 

10 
10 

7.53  25.09  25.59  85.15 
9.22  30.74  21.35  96.99 

5.37 
6.44 

5.46 
6.80 

11.31 
10.41 

0.71 
0.69 

0.73 
0.72 

3.36 
3.22 

0.84 
0.83 

0.85 
0.84 

ELEMENTS  OF  TENCOYD  BULB  ANGLES. 


165 


ELEMENTS  OF  PENCOYD  BULB  ANGLES. 


..4.  


A 


3- 


XV. 


Axis 
A.B. 


XVI. 


ss.o  c 


XVII.|XVIII. 


Coefficient  in 
Net  Tons  for 
Greatest  Safe 

Load 
Distributed, 


Iron.  Steel. 


XIX. 


XX.  XXI. 


cient  for 
Deflection. 


Dis- 
fribnted. 


Centre. 


4.57  0.25  34.80  41.02  1.166  .0001260 .0002068  9.34 
7.12  0.25   51.09  60.22  1.166.0000838.0001374  15.29 


XXII.  XXIII 


Maximum 
Load  in  Net 
Tons. 


Iron.  Steel. 


6.45  0.30 
10.54  0.30 


7.54  0.35 
12.39  0.35 


10.78  0.40 
13.30  0.40 


52.71;  62.12 
76.19  89.09 


1.40 
1.40 


.0000694  .0001138'  12.73 
'.0000464  .00007671  22.59 


52.82  62.23  1.633  .0000531.0000871116.61 
86.73 102.24  1 1.633  .0000431 .0000707!  15.12 


75.46  88.94  1.87 
98.37  111.85  1.87 


12.56  0.45  88.10  91.58 
15.28  0.45  104.01122.82 


15.56  0.50  108.79 110.15 
18.00  0.50  121.70  124.06 


2.10 
2.10 


.0000324.0000532  21.01 
.0000265.0000434  29.48 


.0000245  .0000402  24.78 
.0000206.0000339  33.49 


2.33 
2.33 


.0000184  .0000301  27.63 
.0000155  .0000208  36.13 


11.01 
18.02 


15.00 
26.62 


19.62 
28.13 


24.76 
33.26 


29.20 
39.47 


32.56 
41.06 


XXIV. 


XXV. 


2.26 
2.50 


2.500 
3.00 


3.07 
3.07 


3.52 
3.55 


3.91 
4.04 


4.53 
4.55 


166 


ELEMENTS  OF  PENCOYD  ANGLES. 


ELEMENTS  OF  PENCOYD  ANGLES. 


^  i 

II. 

III. 

IV. 

VL 

VII. 

VIII. 

IX. 

Size  in  Inches. 

Thick- 
ness. 

Area. 

Weight  per  Foot. 

Momen  ts  of  Inertia. 

Iron. 

Steel. 

Axis 
A.  B. 

Axis 

a  D. 

Axis 
E.  F. 

120 

6  x6 

% 

4.36 

14.53 

14.82 

15.38 

6.19 

120 

6.25  X  6.25 

1 

11.55 

38.50 

39.27 

41.73 

117.33 

121 

5x5 

% 

3.60 

12.00 

12.24 

8.74 

3.53 

IZl 

5.5  X  5.5 

1 
± 

9.83 

32.76 

33.42 

25.79 

10.85 

122 

4  x4 

_5_ 

2.40 

8.00 

8.16 

3.71 

1.50 

4.3  X  4.3 

4 

5.69 

18.96 

19.34 

10.25 

4.28 

123 

5 

2.09 

6.96 

7.11 

2.44 

0.99 

d.7o  X  3.75 

4.19 

io.yo 

1/19/1 

2.25 

124 

3  x3 

1.45 

4.83 

4.93 

1.24 

0.50 

124 

3.3  X  3.3 

a* 

3.43 

11.43 

11.64 

3.41 

l!44 

125 

93/,  y  93/, 

^4 

1.31 

4.36 

4.45 

0.95 

0.38 

125 

2.91  X  2.91 

X, 
-2 

2!63 

8.76 

8.94 

1.93 

0.81 

126 

0.90 

3.00 

3.06 

0.55 

0.22 

126 

2.70  X  2.70 

2.40 

8.00 

8.16 

1.67 

0.70 

127 

2^:^  X  2^4 

0.79 

2.63 

2.68 

0.39 

0.16 

127 

2.29  X  2.29 

1.59 

5.30 

5.41 

0.76 

0.32 

128 

2  x2 

0.72 

2.40 

2.45 

0.27 

0.11 

128 

2.12  X  2.12 

1.45 

4.83 

4.93 

0.58 

0.24 

129 

1^  4  X  1^/4 

0.63 

2.10 

2.14 

0.18 

0.07 

129 

1.87  X  1.87 

1.29 

4.30 

4.39 

0.41 

0.17 

130 

1^/2  X  IV2 

0.34 

1.13 

1.16 

0.07 

0.03 

130 

1.62  X  1.62 

% 

1.05 

3.50 

3.57 

0.23 

0.10 

131 

1^/4  X  1\ 

0.30 

1.00 

1.02 

0.04 

0.02 

131 

1.33  X  1.33 

0.59 

1.97 

2.01 

0.09 

0.04 

132 

1  xl 

^8 

0.23 

0.77 

0.78 

0.02 

0.01 

132 

1.08  X  1.08 

\ 

0.45 

1.50 

1.53 

0.05 

0.02 

154 

7  x3H2 

\ 

5.00 

16.67 

17.00 

29.28 

4.41 

3.57 

154 

7.03  X  3.53 

1 

9.56 

31.87 

32.50 

49.00 

9.30 

6.94 

152 

6\  X  4 

% 

3.78 

12.60 

12.85 

16.78 

5.01 

3.35 

152 

7.0  x4.5 

1 

10.08 

33.60 

34.27 

46.04 

15.52 

11.02 

140 

6  x4 

% 

3.60 

12.00 

12.24 

13.47 

4.90 

3.05 

140 

6.5  X  4.5 

1  1 

9.80 

1  32.67 

33.32 

43.07 

17.05 

1 

,11.26 

ELEMENTS  OF  PENCOYD  ANGLES  167 

ELEMENTS  OF  PENCOYD  ANGLES. 

\ 


X. 

XI. 

XII. 

XIII. 

XIV. 

XV. 

XVI. 

I. 

Radii  of  Gyration. 

Resistance. 

Distance  from  Base 
to  Neutral  Axis. 

Section 
Number. 

Axis 
A.B. 

Axis 
C.  D. 

Axis 
E.  F. 

Axis 
A.  B. 

Axis 
C.  D. 

d. 

I. 

1  oo 

1  1  n 
1.19 

o.Oo 

120 

1.90 

1.22 

9.64 

1.92 

120 

l!56 

0.99 

2.42 

1.39 

121 

1.61 

1.05 

6.94 

1.72 

121 

11/1 
1.14 

u.  /y 

1  OQ 

1  19 

122 

1.34 

0.86 

3.50 

1.37 

122 

1.08 

0.69 

1.97 

0.99 

123 

1.14 

0.73 

2.09 

1.16 

123 

0.92 

0.59 

0.57 

0.84 

124 

0.99 

0.64 

1.51 

1.04 

124 

0.85 

0.53 

0.48 

0.78 

125 

0.86 

0.55 

0.96 

0.90 

0.78 

0.49 

0.31 

0.70 

126 

0.83 

0.54 

0.91 

0.87 

126 

0.69 

0.44 

0.24 

0.63 

127 

0.69 

0.49 

0.48 

0.72 

127 

0.62 

0.39 

0.19 

0.57 

128 

0.63 

0.41 

0.40 

0.67 

128 

0.54 

0.33 

0.15 

0.51 

129 

0.56 

0.36 

1.33 

0.61 

129 

0.45 

0.29 

0.06 

0.42 

130 

0.47 

0.31 

0.21 

0.54 

130 

0.37 

0.26 

0.04 

0.35 

131 

0.39 

0.26 

1.00 

0.42 

131 

0.29 

0.21 

0.03 

0.30 

132 

0.33 

0.21 

0.07 

0.37 

132 

2.42 

0.90 

0.84 

6.54 

1.61 

2.53 

0.76 

154 

2.02 

0.99 

0.85 

11.34 

3.70 

2.71 

1.02 

154 

2.11 

1.15 

0.93 

3.85 

1.94 

2.15 

0.90 

152 

2.14 

1.12 

1.02 

10.08 

4.76 

2.43 

1.25 

152 

1.93 

1.17 

0.90 

3.32 

1.60 

1.94 

0.94 

140 

2.05 

1.32 

1.07 

10.30 

5.36 

2.32 

1.32 

140 

168  ELEMENTS  OF  PENCOYD  ANGLES. 

ELEMENTS  OF  PENCOYD  ANGLES. 


I. 

II. 

III.  IV. 

V. 

1 

VII. 

VIII. 

1  IX. 

Section 
Number. 

Size  in  Inches. 

Thick- 
ness. 

Area. 

Weight  per  Foot. 

Elements  of  Inertia. 

Iron. 

Steel. 

A.  B. 

Axis 
C.  D. 

A  lis 
E.  F. 

151 

6  x3V2 

% 

3.39 

11.30 

T 
11.53 

12.85 

3.34 

2.30 

151 

6.45  X  3.95 

1 

9.39 

31.30 

31.93 

37.60 

10.97 

7  7ft 

153 

51/2  X  3^2 

3.23 

10.76 

10.98 

10.12 

9  in 

153 

5.70  X  3.7 

% 

5.35 

17.83 

18.19 

16.97 

5.54 

fi7 
0.0  / 

141 

5  x4 

% 

3.23 

10.76 

10.98 

8.13 

4.66 

2.44 

141 

5.30  X  4.30 

\ 

6.41 

21.36 

21.79 

17.47 

10.21 

U.Ori 

142 

5  X  31^(2 

2.56 

8.53 

8.70 

6.60 

9  79 

1  R1 

142 

5.30  X  3.80 

5.92 

19.73 

20.12 

17.06 

7  97 

'±.01. 

143 

5  x3 

2.40 

8.00 

8.16 

6.26 

1.75 

1.19 

143 

5.30  X  3.30 

5.55 

18.50 

18.87 

14.46 

T:.UO 

97 

144 

41/2  X  3 

2.27 

7.56 

7.72 

4.68 

1.70 

1.10 

144 

4.85  X  3.35 

\ 

5.28 

17.60 

17.95 

11.77 

4.39 

3.10 

145 

4  X31/2 

2.27 

7.56 

7.71 

3.56 

2.55 

1.22 

145 

4.35  X  3.85 

% 

5.28 

17.60 

17.95 

7.76 

5.63 

3.40 

146 

4    X  d 

2!09 

6.96 

7.11 

3.38 

1.65 

0.93 

146 

4.25  X  3.25 

% 

4.19 

13.96 

14.24 

7.20 

3.59 

2.14 

147 

31/2  X  3 

1.93 

6.43 

6.56 

2.33 

1.58 

0.62 

147 

3.75  X  3.25 

3.86 

12.86 

13.12 

3.66 

3.15 

1.81 

150 

31/2  X  21/2 

1.45 

4.83 

4.93 

1.80 

0.78 

0.47 

150 

3.65  X  2.65 

2.77 

9.23 

•9.41 

3.64 

1.60 

0.99 

148 

3  x2i/2 

1.31 

4.36 

4.45 

1.17 

0.74 

0.37 

148 

3.20  X  2.70 

2.63 

8.76 

8.94 

2.38 

1.53 

0.87 

149 

3  x2 

1.20 

4.00 

4.08 

1.09 

0.39 

0.25 

149 

3.2  X2.20 

2.40 

8.00 

8.16 

2.52 

-  0.98 

0.60  • 

155 

2»^x2 

0.79 

2.63 

2.68 

0.51 

0.29 

0.15 

155 

2.66  X  2.16 

2.12 

7.06 

7.20 

1.40 

0.85 

0.46 

156 

2I4  X  1\ 

0.67 

2.23 

2.27 

0.34 

0.12 

0.08 

156 

2.37  X  1.62 

1.34 

4.46 

4.56 

0.70 

0.26 

0.18 

157 

2  xli/4 

0.57' 

1.91 

1.95 

0.23 

0.07 

0.05 

157 

2.12  X  1.37 

% 

1.17 

3.90 

3.98 

0.50 

0.16 

0.12 

159 

31^x2 

_23 

1.21 

4.04 

4.12 

1.56 

0.38 

0.27 

159 

3.6  x2.1 

1.93 

6.42 

6.55 

2.60 

0.57 

0.83 

ELEMENTS  OF  PENCOYD  ANGLES.  169 

ELEMENTS  OF  PENCOYD  ANGLES. 


X. 

XI. 

XIL 

xriL 

XIV. 

XV. 

XVI. 

1. 

Badii  of  Gyration. 

Besistance. 

Distance  from  Base 
to  Neutral  Axis. 

Section 
Number. 

A.^B. 

G  i?. 

d. 

/. 

u.yy 

f\  QA 

U.o4 

1  oo 

o  nc; 

u.  /y 

151 

2.00 

1.08 

0.90 

9.01 

3.90 

2.35 

1.14 

151 

1.77 

1.01 

0.81 

2.75 

1.22 

1.82 

0.82 

153 

1.78 

1.01 

0.83 

4.48 

2.00 

1.94 

0.94 

153 

i.oy 

1  on 

U.o/ 

i.u/ 

i.OO 

1  no 

141 

1.65 

1.26 

0.92 

4.86 

3.32 

1.73 

1.23 

141 

1.61 

1.03 

0.79 

1.93 

1.03 

1.61 

0.86 

142 

1.69 

1.10 

0.85 

4.90 

2.66 

1.82 

1.07 

142 

i.oi 

U.oO 

U.  /U 

1  oo 
l.oo 

U.  10 

1  nn 
1.  /U 

U.OO 

143 

1.61 

0.86 

0.76 

4.21 

1.67 

1.87 

0.87 

143 

1.43 

0.86 

0.69 

1.51 

0.75 

1.46 

0.72 

144 

1.48 

0.89 

0.76 

3.72 

1.82 

1.69 

0.94 

144 

1.25 

1.05 

0.73 

1.26 

0.99 

1.18 

0.93 

145 

1  91 

1  HQ 

u.  /y 

l.oO 

111 
i.ii 

145 

1.27 

0.89 

0.67 

1.23 

0.74 

1.26 

0.76 

146 

1.30 

0.92 

0.70 

2.54 

1.54 

1.42 

0.92 

146 

1.10 

0.90 

0.57 

0.95 

0.72 

1.06 

0.81 

147 

0.96 

0.90 

0.67 

1.37 

1.21 

1.09 

0.99 

147 

1.11 

0.73 

0.57 

0.75 

0.41 

1.11 

0.61 

150 

1.14 

0.76 

0.59 

1.50 

0.84 

1.23 

0.73 

150 

0.95 

0.75 

0.53 

0.56 

0.40 

0.92 

0.66 

148 

0.95 

0.76 

0.57 

1.34 

0.83 

1.03 

0.78 

148 

0.95 

0.56 

0.46 

0.54 

0.25 

0.99 

0.49 

149 

1.02 

0.64 

0.49 

1.22 

0.62 

1.14 

0.64 

149 

0.80 

0.60 

0.44 

0.29 

0.19 

0.76 

0.51 

155 

0.81 

0.62 

0.46 

0.80 

0.57 

0.92 

0.67 

155 

0.71 

0.42 

0.35 

0.23 

0.10 

0.74 

0.37 

156 

0.72 

0.44 

0.36 

0.46 

0.23 

0.83 

0.46 

156 

0.63 

0.35 

0.30 

0.18 

0.07 

0.69 

0.31 

157 

0.65 

0.37 

0.31 

0.38 

0.17 

0.78 

0.41 

157 

1.13 

0.56 

0.47 

0.65 

0.25 

1.31 

0.45 

159 

1.10 

0.55 

0.66 

1.14 

0.37 

1.32 

0.55 

159 

170 


ELEMENTS  OF  PENCOYD  TEES. 


ELEMENTS  OF  PENCOYD  TEES. 

EVEN  LEGS. 


C 


A  

L  d  ^ 

D 


I. 

II. 

III. 

IV. 

V. 

VI. 

VII. 

VIII. 

IX. 

X. 

XI. 

XII. 

Hion  Nmnher. 

1 

Weight  in 
Pounds  per 
Foot. 

Moments  of 
Inertia. 

Resistance. 

Radius  of 
Gyration. 

il 
■^^ 

Iron. 

Steel. 

Axis 
A.  B. 

Axis 
CD. 

Axis 
A.  B. 

Axis 
CD. 

Axis 
A.B. 

A  xis 

a  I). 

l| 

70 
71 
72 
73 

4  x4 

3ix  31x^,4 
3  x3  xi5 

2ix2ix^ 

3.72 
3.05 
2.50 
1.95 

12.40 
10.17 
8.33 
6.50 

12.65 
10.37 
8.50 
6.63 

5.56 
3.47 
2.10 
1.12 

2.70 
1.70 
1.01 
0.58 

1.97 
1.38 
1.00 
0.64 

1.35 
0.97 
0.67 
0.46 

1.23 
1.06 
0.90 
0.78 

0.85 
0.74 
0.62 
0.55 

1.19 
1.00 
0.90 
0.75 

74 
75 
76 
77 

2ix2Jx  f 
2|x2ix  1 

2   X2  X3^ 

1.72 
1.17 
1.18 
l!04 

5.73 
3.90 
3.93 
3.47 

5.84 
3.98 
4.01 
3.54 

0.97 
0.52 
0.54 
0.38 

0.49 
0.30 
0.27 
0.19 

0.55 
0.31 
0.34 
0.27 

0.39 
0.26 
0.24 
0.19 

0.75 
0.65 
0.67 
0.60 

0.53 
0.50 
0.47 
0.43 

0.75 
0.61 
0.65 
o!60 

78 
79 
80 
81 

1|X1|X3'^2 
l^xl^X 

lixiix,^ 

1  xl  x^ 

0.71 
0.60 
0.45 
0.31 

2.37 
2.00 
1.50 
1.03 

2.41 
2.04 
1.53 
1.05 

0.21 
0.13 
0.07 
0.03 

0.10 
0.06 
0.04 
0.02 

0.16 
0.12 
0.08 
0.04 

0.11 
0.08 
0.06 
0.04 

0.54 
0.46 
0.37 
0.30 

0.37 
0.32 
0.27 
0.26 

0.50 
0.45 
0.37 
0.30 

82 
83 
84 
85 

3  x3  xji 

3  x3  xi| 
2^x2^x14 

4  x4  X  1 

1.93 
2.26 
1.45 
3.29 

6.43 
7.53 
4.83 
10.98 

6.56 
7.68 
4.93 
11.19 

1.59 
1.83 
0.79 
5.1 

0.75 
0.89 
0.38 
2.5 

0.73 
0.85 
0.44 
1.79 

0.50 
0.59 
0.30 
1.25 

0.91 
0.90 
0.74 
1.20 

0.62 
0.63 
0.51 
0.83 

0.84 
0.86 
0.71 
1.15 

ELEMENTS  OF  PENCOYD  TEES. 


171 


ELEMENTS  OF  PENCOYD  TEES. 

UNEVEN  LEGS. 

c 


I. 

11. 

III. 

IV. 

V. 

VI. 

VII. 

VIII. 

IX. 

X. 

XI. 

XII. 

Weight  in 

^foments  of 

Radius  of 

'  frora 
U  Axis. 

Uion  Nun 

Size  in  Inc 

Pounds  per- 
Foot. 

Inertia. 

Resistance. 

Gyration. 

ance  "  </' 
to  Neutro 

Iron. 

Steel. 

Axis 

Axis 

Axis 

Axis 

Axis 

Axis 

Dist 
Base 

A.  B. 

a  D. 

A.  B. 

a  B, 

A.  B. 

a  D. 



90 

4.45 

14.83 

15.13 

5.27 

3.66 

2.25 

1.62 

1.09 

0.91 

1.16 

91 

4"'x3i 

4.18 

13.93 

14.21 

4.65 

3.23 

1.93 

1.62 

1.05 

0.88 

1.09 

92 

5  x2i 

3.07 

10.23 

10.44 

1.61 

4.01 

0.88 

1.60 

0.72 

1.14 

0.67 

yo 

5  x2i 

3.31 

±i.UO 

1.63 

0  88 

1.83 

u.  /u 

1.17 

0.64 

94 

4  xS" 

2.59 

8.63 

8.81 

1^94 

2.18 

0^87 

1.09 

0.86 

o!92 

0.77 

95 

4  x3 

2.51 

8.37 

8.53 

2.09 

1.69 

0.97 

0.85 

0.91 

0.82 

0.84 

96 

4  x2 

1.93 

6.43 

6.56 

0.55 

1.84 

0.36 

0.92 

0.53 

0.98 

0.47 

97 

3  x3i 

2.81 

9.37 

9.55 

3.12 

1.06 

1.30 

0.70 

1.05 

0.61 

1.10 

98 

3  x2i 

2.38 

7.93 

8.09 

1.38 

0.94 

0.82 

0.62 

0.76 

0.63 

0.82 

99 

3  xll 

1.12 

3.73 

3.81 

0.19 

0.56 

0.17 

0.37 

0.41 

0.71 

0.37 

100 

2^x11 

0.91 

3.03 

3.09 

0.10 

0.33 

0.10 

0.26 

0.43 

0.50 

0.32 

101 

2"xl?; 

0.87 

2.90 

2.96 

0.16 

0.18 

0.15 

0.18 

0.33 

0.45 

0.43 

102 

2  xl" 

0.70 

2.33 

2.38 

0.05 

0.17 

0.07 

0.17 

0.26 

0.49 

0.27 

103 

2  X  ,\ 

0.61 

2.03 

2.07 

0.01 

0.17 

0.02 

0.17 

0.13 

0.54 

0.17 

104 

1.96 

6.53 

6.66 

0.56 

0.62 

0.50 

0.45 

0.53 

0.51 

0.64 

105 

2]x2 

2.14 

7.13 

7.28 

0.83 

0.63 

0.66 

0.45 

0.63 

0.55 

0.75 

106 

5  x3ir 

4.84 

16.13 

16.46 

5.37 

5.31 

2.19 

2.12 

1.05 

1.01 

1.05 

107 

5  x4" 

4.41 

14.70 

14.99 

6.24 

5.25 

2.13 

2.10 

1.19 

1.09 

1.08 

108 

2.1X  -.^ 

0.66 

2.20 

2.24 

0.01 

0.24 

0.02 

0.21 

0.12 

0.61 

0.18 

109 

4  x4i 

3.97 

13.23 

13.50 

7.77 

2.71 

2.49 

1.36 

1.40 

0.82 

1.39 

110 

3  x2i 

1.76 

5.87 

5.98 

0.94 

0.74 

0.52 

0.49 

0.73 

0.05 

0.69 

111 

3  x2^ 

2.06 

6.87 

7.00 

1.08 

0.89 

0.60 

0.59 

0.72 

0.66 

0.70 

112 

2  xl  ?,. 

0.62 

2.07 

2.11 

0.04 

0.17 

0.05 

0.17 

0.23 

0.17 

0.23 

113 

1^x1,1, 

lU  \i 

0.56 

1.87 

1.90 

0.04 

0.11 

0.05 

0.12 

0.27 

0.44 

0.24 

114 

0.41 

1.37 

1.39 

0.02 

0.06 

0.02 

0.08 

0.22 

0.38 

0.17 

115 

Ux  \l 

0.34 

1.13 

1.16 

0.02 

0.03 

0.03 

0.05 

0.24 

0.30 

0.24 

116 

l|xU 

1.04 

3.47 

3.54 

0.12 

0.05 

0.14 

0.06 

0.34 

0.22 

0.42 

117 

3  x2i 

1.50 

5.00 

5.10 

0.79 

0.60 

0.42 

0.40 

0.73 

0.63 

0.65 

118 

3  x2Ui 

1.77 

5.92 

6.03 

1.6 

0.44 

1.01 

0.30 

0.94 

0.51 

0.92 

119 

2|x2ix^ 

1.69 

5.63 

5.74 

1.2 

0.44 

0.72 

0.32 

0.83 

0.51 

0.83 

172 


MOMENTS  OF  INERTIA. 


MOMENTS  OF  INERTIA  OF  STANDARD 
SECTIONS. 

^\''hen  not  otherwise  specified,  the  inertia  is  the  greatest 
around  centre  of  gravity,  or  for  horizontal  axis  in  figures. 
A  =  total  area  of  section. 

I  Beam  Section. 
s  =  taper  of  flange. 


I  I ; 


3' 


/  = 


V  12 


+  i5  +  T- 


/,axisx^/  =  'i^'+  ^  + 


Channel  Section. 
s  =  taper  of  flange. 

^  12 

J,  axis  X7J  =  ^ — ^  ^  —  AcP. 


d=  — — 


+  ?+i(''-0(!±l) 


A 


Deck  Beam  Section. 
=  taper  of  flange.  a  =  area  of  bulb. 


MOMENTS  OF  INERTIA. 


173 


+  3  +  -3   ~        3-  "  + 

(b  —  ty       s(h  —  f)o^ 
36  2  • 


'  12.4  +  12  + 


12 


/,  axis  ^7/ : 

21 

Tee  Section. 
f  I  3  . 


/,  axis  J')/  = 


fb^Jr{h-f) 
12 


—  2.1 


Angle  Section. 


H7— 


/=  — —  ^-^  ^  ^  .    For  even 

o 

or  uneven  angles. 


~  r,  axis  uv 


O        For  uneven  angles. 


passes  through  centre  of  gravity  parallel  to  ee, 

2d^  —  2{d  —  ty  +  t[h—  f2d  —  ^XV 

/axis  J'/  =   };  ^-  -^-^  .  For 

even  angles. 

A  close  approximation  for  the  latter  is  the  following  : 
^\    |u  /,  axis  x'/  =  For  even  angles. 


r  .r  , 


1  //2/>2 

7,  axis  J  //  =  2V    -^"^^  uneven  angles. 

±0  \fi  —\~  if  J 

d  =  ^^^J^^y^ljIzJil,    For  even  and  uneven 


*- — t-b-V 


angles. 


174 


MOMENTS  OF  INERTIA. 


a  =  or  uneven  angles. 

2A  ^ 

In  uneven  angles  the  distance  from  centre  of  gravity  in 
direction  of  the  long  leg  exceeds  that  in  the  direction  of  the 
short  leg  by  half  the  difference  in  the  length  of  the  two  legs. 

In  angles  and  tees  of  equal  legs  and  thickness 

d  =  \  ^6  +  ^  ^  ^  nearly. 

Inertia  op  Compound  Shapes. 

**The  moment  of  inertia  of  any  section  about  any  axis  is 
equ?l.  to  the  /about  a  parallel  axis  passing  through  its  cen- 
tre of  gravity  +  the  area  of  the  section  multiplied  by  the 
square  of  the  distance  between  the  axes." 

By  use  of  this  rule,  the  moments  of  inertia  or  radii  of  gyra- 
tion of  any  single  sections  being  known,  corresponding  val- 
ues can  readily  be  obtained  for  any  combination  of  these 
sections. 

1^  Example  No.  1 . — A  combination  of  two 
9^^  channels  of  5.17  square  inches  sec- 
tion,  and  two  12  X  i  plates  as  shown. 

F — 

Axis  A  B  of  Section. 
/for  two  channels,  col.  VI,  page  154,  =  122.360 

/for  two  plates  =  1?_><^  x  2  =  .03125 1 
6  (area  of  plates)  X  4i  2  =  128.34375  J       =  128.375 

/  for  combined  section  =  250-735 

which  divided  by  area  (16.34)  gives  15.3448  =  BP'  or  3.917 
radius  of  combined  section. 


Axis  C  D. 

Find  distance  d  =  (.67)  from  col.  XII,  page  154,  then  ob- 
taining the  distance  (4.0763)  between  axes  C  D  and  EF. 


m-i 


MOMENTS  OF  INERTIA. 


175 


/  for  two  I'hannt'ls  around  axis  EF  from  col.  \'  1 1,  =  5.50 
Area  of  channels  X  S(i.  of  vlist.=  10.34  X  4.0763=^  =  171.8115 
/  for  two  plates  =  =  72. 


/  for  combined  section 
Kadi  us  of  gyration  = 


=  249.3115 


(249^31 15 
\  1G:34  '' 


3.906. 


By  similar  methods,  inertia  or  radius  of  gyration  for  an; 
combination  of  shai)es  can  readily  be  obtained. 

t  K-^  tr-^^  Kvampk  No.  2.— A  built-up  1: 
s  1    posed  of:  4  angles  3^^  X  3^^  X  V 

2  plates  S''  X  Y\ 
I  plate  15^^  X  r^ 


beam  "  com- 


I 


Axis  A  B. 


/of  two  8^^  X  h  plates  =  X  2  = 

+  8  (area)  X  IV  (sq.  of  distance  d)  = 


.167 
480.5 


/  of  one  15^^  X 


1  ,      153  X  t 
plate  =  — —  = 


/  of  four  3  X  3  X  i  angles  =  4  X  1.24  (see 

col.  VII,  page  166,  =  4.96 

4-  5.80  (area)  X  6.66-2  (gq       distance  d^)  =  257.262 


480.667 
105.469 


262.222 


Inertia  of  combined  section  around  A  B  =  848.358 
i  848JJ58  ^ 
'.425 


Radius  of  gyration 


-19:425  = 


Radius  of  Gyration  of  Compound  Shapes. 

In  the  case  of  a  pair  of  any  shape  w^ithout  a  web  the  value 
of  li  can  always  be  readily  found  without  considering  the 
moment  of  inertia. 

The  radius  of  gyration  for  any  section  around  an  axis  paral- 
lel to  another  axis  passing  through  its  centre  of  gravity  is 
found  as  follows : 


176 


MOMENTS  OF  INERTIA. 


E 

■67- 


Let  r  =  radius  of  gyration  around  axis  through  centre  of 
gravity.  B  =  radius  of  gyration  around  another  axis  paral- 
lel to  above,    d  =  distance  between  axis. 

When  r  is  small,  it  may  be  taken  as  equal  to  d  without 
material  error.    Thus,  in  the  case  of  a  pair  of  channels  lat- 
ticed together,  or  a  similar  construction. 
Example  No.  1. — Two  9^^  channels  of  5.17  square  inches  sec- 
tion placed  4.66^^  apart,  required  the  radius  ot 
gyration  around  axis  CD  for  combined  section- 
Find  r  on  col.  XI,  page  154,=.73  and     =  .5329. 
Find  distance  from  base  of  channel  to  neutral 
axis,  col.  XII,  same  page,  =  .67,  this  added  to 
one  half  the  distance  between  the  two  bars, 
2.33^^  =  3^^  =  d,  and  dP'  =  9. 

Radius  of  gyration  of  the  pair  as  placed  = 

1/9  +  .5329  =  3.087. 
The  value  of  R  for  the  whole  section  in  relation  to  the  axis 
AB  'i^  the  sajue  as  for  the  single  channel,  to  be  found  in  the 
tables. 


Example  Xo,  2. — Four 


X  1^^  angles  placed  as 


r' 

PL 


shown,  form  a  column  of  10  inches 
square  ;  required  the  radius  of  gyra- 
tion. 

Find  r  on  col.  X,  page  157,=  .94,  and 
-  B-  r2  =  .8836. 

Find  distance  from  side  of  angle  to 
neutral  axis,  col.  XV,  same  page,  = 
.91.   Subtract  this  from  half  the  width 
of  column  =  5.  —  .91  =,  4.09  =  d  or 
dstance  between  two  axes,    d^  =  16.7281. 
Radius  of  gyration  of  four  angles  as  placed  = 

l/l6J281  -f  .8836  =  4.20. 
When  the  angles  are  large  as  compared  with  the  outer 
dimensions  of  the  combined  section,  the  radius  of  gyration 
can  be  taken  without  serious  error  from  the  table  of  radii  of 
gyration  for  square  columns,  on  page  207. 


MOMENT  OF  INERTIA  OF  RECTANGLES.  177 

MOMENT  OF  INERTIA  OF  RECTANGLES. 


Width  of  Rectangle  in  Inches. 


1 
? 

16 

8 

1 

5. 
R 

6 

4.50 

5.63 

6.75 

7.88 

9.00 

10.13 

11.25 

7 

7.15 

8.93 

10.72 

12.51 

14.29 

16.08 

17.86 

8 

10.67 

13!33 

16^00 

18^67 

2l!33 

24!00 

26^67 

9 

15.19 

18.98 

22.78 

26.58 

30.38 

34.17 

37.97 

10 

20.83 

26.04 

31.25 

36.46 

41.67 

46.87 

52.08 

11 

27.73 

34.66 

41.59 

48.53 

55.46 

62.39 

69.32 

12 

36.00 

45.00 

54.00 

63.00 

72.00 

81.00 

90.00 

13 

45^77 

57!21 

68!66 

80!l0 

91^54 

102!98 

114!43 

14 

57.17 

71.46 

85.75 

100.04 

114.33 

128.63 

142.92 

15 

70.31 

87.89 

105.47 

123.05 

140.63 

158.20 

175.78 

16 

85.33 

106.67 

128.00 

149.33 

170.67 

192.00 

213.33 

17 

102.35 

127.94 

153.53 

179.12 

204.71 

230.30 

255.89 

18 

121.'50 

151  !88 

182.25 

212!63 

243*00 

273'.38 

303!75 

19 

142.90 

178.62 

214.34 

250.07 

285.79 

321.52 

357.24 

20 

166.67 

208.33 

250.00 

291.67 

333.33 

375.00 

416.67 

21 

192.94 

241.17 

289.41 

337.64 

385.88 

434.11 

482.34 

22 

221.83 

277.29 

332.75 

388.21 

443.67 

499.13 

554.58 

23 

253'48 

316!85 

380^22 

443^59 

506!96 

570^33 

633*.70 

24 

288.00 

360.00 

432.00 

504.00 

576.00 

648.00 

720.00 

25 

325.52 

406.90 

488.28 

569.66 

651.04 

732.42 

813.80 

26 

366.17 

457.71 

549.25 

640.79 

732.33 

823.88 

915.42 

27 

410.06 

512.58 

615.09 

717.61 

820.13 

922.64 

1025.16 

oo 

457.33 

0/1.0/ 

DOD.UU 

orvrv  oo 

914.67 

1 1  /I  o  oo 

29 

508.10 

635.13 

762.16 

889.18 

1016.21 

1143.23 

1270.26 

30 

562.50 

703.13 

843.75 

984.38 

1125.00 

1265.63 

1406.25 

31 

620.65 

775.81 

930.97 

1086.13 

1241.30 

1396.46 

1551.62 

32 

682.67 

853.33 

1024.00 

1194.67 

1365.33 

1536.00 

1706.67 

33 

748.69 

935.86 

1123.03 

1310.20 

1497.38 

1584.55 

1871.72 

34 

818.83 

1023.54 

1228.25 

1432.96 

1637.67 

1842.38 

2047.08 

35 

893.23 

1116.54 

1339.84 

1563.15 

1786.46 

2009.76 

2233.07 

36 

972.00 

1215.00 

1458.00 

1701.00 

1944.00 

2187.00 

2430.00 

37 

1055.27 

1319.09 

1582.90 

1846.72 

2110.54 

2374.35 

2638.17 

38 

1143.17 

1428.96 

1714.75 

2000.54 

2286.33 

2572.13 

2857.92 

39 

1235.81 

1544.77 

1853.72 

2162.67 

2471.62 

2780.58 

3089.53 

40 

1333.33 

1666.67 

2000.00 

2333.33 

2666.67 

3000.00 

3333.33 

178 


ELEMENTS  OF  USUAL  SECTIONS. 


^1 


St  ~ 


«0  'to 


* 

+ 

CI 

* 

11 

II 

^1 


• 

oh 


^6 


ELEMENTS  OF  USUAL  SECTIONS. 


179 


180 


IRON  AND  STEEL  STRUTS. 


STRUTS  OF  IRON  AND  STEEL. 

In  the  following  consideration  of  stmts  of  various  sections 
the  least  radius  of  gyration  of  the  cross-section,  around  an 
axis  through  the  centre  of  gravity,  is  assumed  as  the  effective 
radius  of  the  strut.  The  tables  on  pages  182  to  187  are  the 
classified  averages  of  an  extensive  series  of  experiments  on 
iron  and  steel  struts. 

The  tables  for  destructive  pressures  represent  the  ultimate 
load  at  the  point  of  failure. 

The  greatest  safe  loads  are  the  aforesaid  crippling  loads, 
divided  by  the  factors  of  safety  hereafter  described. 

As  is  well  known,  the  method  of  securing  the  ends  of  the 
struts  exercises  an  important  influence  on  their  resistance 
to  bending,  as  the  member  is  held  more  or  less  rigidly  in 
the  direct  line  of  thrust. 

In  the  general  tables,  struts  are  classified  in  four  divisions, 
viz.:  Fixed  Ended,''  Flat  Ended,''  ''Hinged  Ended," 
and    Kound  Ended." 

In  the  class  of  "  fixed  ends  "  the  struts  are  supposed  to  be 
so  rigidly  attached  at  both  ends  to  the  contiguous  parts  of 
the  structure  that  the  attachment  would  not  be  severed  if 
the  member  was  subjected  to  the  ultimate  load.  "  Flat- 
ended"  struts  are  supposed  to  have  their  ends  flat  and 
normal  to  the  axis  of  length,  but  not  rigidly  attached  to  the 
adjoining  parts.  "  Hinged  ends  "  embrace  the  class  which 
have  both  ends  properly  fitted  with  pins,  or  ball  and  socket 
joints,  of  substantial  dimensions  as  compared  with  the 
section  of  the  strut;  the  centres  of  these  end  joints  being 
practically  coincident  with  an  axis  passing  through  the 
centre  of  gravity  of  the  section  of  the  strut.  ''Eound- 
ended  "  struts  are  those  Avhich  have  only  central  points  of 
contact,  such  as  balls  or  pins  resting  on  flat  plates,  but  still 
the  centres  of  the  balls  or  pins  coincident  with  the  proper 
axis  of  the  strut. 

If  in  hinged-ended  struts  the  balls  or  pins  are  of  com- 
paratively insignificant  diameter,  it  will  be  safest  in  such 
cases  to  consider  the  struts  as  round -ended. 

If  there  should  be  any  serious  deviation  of  the  centres  of 


IRON  AND  STEEL  STRUTS. 


181 


round  or  hinged  ends  from  the  proper  axis  of  the  strut, 
there  will  be  a  reduction  of  resistance  that  cannot  be  esti- 
mated without  knowing  the  exact  conditions. 

When  the  pins  of  hinged-end  struts  are  of  substantial 
diameter,  well  fitted,  and  exactly  centered,  experiment 
shows  that  the  hinged-ended  will  be  equally  as  strong  as 
flat-ended  struts.  But  a  very  slight  inaccuracy  of  the  center- 
ing rapidly  reduces  the  resistance  to  lateral  bending,  and 
as  it  is  almost  impossible  in  practice  to  uniformly  maintain 
the  rigid  accuracy  required,  it  is  considered  best  to  allow  for 
such  inaccuracies  to  the  extent  given  in  the  tables,  which 
are  the  average  of  many  experiments. 

It  is  considered  good  practice  to  increase  the  factors  of 
safety  as  the  length  of  the  strut  is  increased,  owdng  to  the 
greater  inability  of  the  long  struts  to  resist  cross  strains,  etc. 
For  similar  reasons  w^e  consider  it  advisable  to  increase  the 
factor  of  safety  for  hinged  and  round  ends  in  a  greater  ratio 
than  for  fixed  or  flat  ends. 

Presuming  that  one-third  of  the  ultimate  load  w^ould  con- 
stitute the  greatest  safe  load  for  the  shortest  struts,  the 
following  progressive  factors  of  safety  are  adopted  for  the 
increasing  lengths. 

3.-f  .01  -  for  flat  and  fixed  ends. 

7' 

3  +  .015^  for  hinged  and  round  ends. 

/  =  length  of  strut.      r  =  least  radius  of  gyration. 
From  the  above  we  derive  the  following  factors  of  safety  : 


r 

Fixed 
and  Flat 
Ends. 

*  Hinged 
and 
Round 
Ends. 

I 

r 

Fixed 
and  Flat 
Ends. 

Hinged 

and 
Round 
Ends. 

r 

Fixed 
and  Flat 
Ends. 

Hinged 

and 
Round 
Ends. 

20 

3.2 

3.3 

110 

4.1 

4.65 

200 

5.0 

6.0 

30 

3.3 

3.45 

120 

4.2 

4.8 

210 

5.1 

6.15 

40 

3.4 

3.6 

130 

4.3 

4.95 

220 

5.2 

6.3 

50 

3.5 

3.75 

140 

4.4 

5.1 

230 

5.3 

6.45 

60 

3.6 

3.9 

150 

4.5 

5.25 

240 

5.4 

6.6 

70 

3.7 

4.05 

160 

4.6 

5.4 

250 

5.5 

6.75 

80 

3.8 

4.2 

170 

4.7 

5.55 

260 

5.6 

6.9 

90 

3.9 

4.35 

180 

4.8 

5.7 

270 

5.7 

7.05 

100 

4.0 

4.5 

190 

4.9 

5.85 

280 

5.8 

7.2 

182  WiVOUGHT  IRON  STRbTS. 


WROUGHT  IRON  STRUTS. -Xo.  1. 

Destructive  pressure  iu  pounds  per  square  inch. 


Length. 

Lea^t  BaJim 
of  Gyration. 

• 

Fixed  Ends. 

Flat  Ends. 

Hinged  Ends. 

Round  Ends. 

20 

46000 

46000 

46000 

44000 

30 

43000 

43000 

43000 

40250 

fiU 

40000 

40000 

50 

38000 

38000 

38000 

33500 

60 

36000 

36000 

36000 

30500 

70 

34000 

34000 

33750 

27750 

31500 

9^000 

90 

31000 

30900 

29750 

22750 

100 

30000 

29800 

28000 

20500 

110 

29000 

28050 

26150 

18500 

ion 

24300 

130 

26750 

24900 

22650 

14650 

140 

25500 

23500 

21000 

12800 

150 

24250 

21750 

18750 

11150 

IDU 

90<100 

16500 

170 

21500 

18400 

14650 

8500 

180 

20000 

16800 

12800 

7500 

190 

18750 

15650 

11800 

6750 

1  /OUU 

14500 

10800 

ROOO 

210 

16250 

13600 

9800 

5500 

220 

15000 

12700 

8800 

5000 

230 

14000 

11950 

8150 

4650 

loUUU 

1 1  9O0 

250 

12000 

10500 

7000 

4050 

260 

11000 

9800 

6500 

3800 

270 

10500 

9150 

6100 

3500 

1  nnnn 

iUUUU 

ftROO 
oouu 

u  /uu 

9900 

290 

9500 

7850 

5350 

3000 

300 

9000 

7200 

5000 

2800 

310 

8500 

6600 

4750 

2650 

320 

8000 

6000 

4500 

2500 

330 

7500 

5550 

4250 

2300 

340 

7000 

5100 

4000 

2100 

350 

6750 

4700 

3750 

2000 

360 

6500 

4300 

3500 

1900 

370 

6150 

3900 

3250 

1800 

380 

5800 

3500 

3000 

1700 

390 

5500 

3250 

2750 

1600 

400 

5200 

3000 

2500 

1500 

IRON  STRUTS. 


183 


IRON  STRUTS.— No.  2. 

Greatest  safe  load  in  pounds  per  square  inch  of  cross-section  for  vertical  struts. 
Both  ends  are  supposed  to  l)e  secured  as  indicated  at  the  bead  of  each  column. 

If  l)oth  ends  are  not  secured  alike,  take  a  mean  proportional  between  the 
values  given  tor  the  classes  to  which  each  end  belongs. 

If  the  strut  is  hingetl  by  any  uncertain  method,  so  that  the  centres  of  pins 
and  axis  of  strut  may  not  coincide,  or  the  pins  may  be  relatively  small  and 
loosely  titted,  it  is  best  in  such  cases  to  consider  the  strut  as  "  round  ended." 


Length. 

Ijeast  Radhis 
t{f  Gyration. 

Fixed  Ends. 

Flat  Ends. 

Hinged  Ends. 

Round  En 

20 

14380 

14380 

13940 

13330 

30 

13030 

13030 

12460 

11670 

40 

11760 

11760 

11110 

10140 

50 

10860 

10860 

10130 

8930 

60 

10000 

10000 

9230 

7820 

70 

9190 

9190 

8330 

6850 

80 

8420 

8420 

7500 

5950 

90 

7950 

7920 

6840 

5230 

100 

7500 

7450 

6220 

4560 

110 

7070 

6840 

5620 

3980 

120 

6670 

6260 

5060 

3440 

130 

6220 

5790 

4580 

2960 

140 

5800 

5340 

4120 

2510 

150 

5390 

4830 

3570 

2120 

160 

5000 

4350 

3060 

1760 

170 

4570 

3920 

2640  ' 

1530 

180 

4170 

3500 

2250 

1310 

190 

3830 

3190 

2020 

1150 

200 

3500 

2900 

1800 

1000 

210 

3190 

2670 

1590 

890 

220 

2880 

2440 

1400 

790 

230 

2640 

2250 

1260 

720 

240 

2410 

2070 

1140 

650 

230 

2180 

1910 

1040 

600 

260 

1960 

1750 

940 

550 

270 

1840 

1610 

870 

500 

280 

1720 

1460 

790 

440 

290 

1610 

1330 

730 

410 

300 

1500 

1200 

670 

370 

310 

1390 

1080 

620 

350 

320 

1290 

970 

580 

320 

330 

1190 

880 

540 

290 

340 

1090 

800 

490 

260 

350 

1040 

720 

450 

240 

360 

980 

650 

420 

230 

370 

920 

580 

380 

210 

380 

850 

510 

340 

200 

390 

800 

470 

310 

80 

400 

740 

430 

280 

70 

184 


STEEL  STRUTS. 


STEEL.  STRUTS.— No.  3. 

Destructive  pressure  in  pounds  per  square  inch,  for  steel  of  medium  grade, 
tensile  strength,  about  70,000  lbs.  per  square  inch. 
For  extreme  soft  steel,  use  table  No.  1  for  wrought  iron. 


Length, 

Least  Radms 
of  Gh/ration. 

Fixed  Ends. 

Flat  Ends. 

Hinged  Ends. 

Round  Ends. 

20 

70000 

70000 

70000 

66900 

30 

51000 

51000 

51000 

47700 

40 

46000 

46000 

46000 

41900 

50 

44000 

44000 

44000 

38800 

60 

42000 

42000 

42000 

35600 

70 

40000 

40000 

39700 

32600 

80 

38000 

38000 

37400 

29700 

90 

36100 

36000 

34700 

26500 

100 

34200 

34000 

31900 

23400 

110 

33100 

32000 

29800 

21100 

120 

31900 

30000 

27700 

18800 

130 

30100 

28000 

25500 

16500 

140 

28200 

26000 

23200 

14200 

150 

26800 

24000 

20700 

12300 

160 

25300 

22000 

18100 

10400 

170 

23400 

20000 

15900 

9240 

180 

21400 

18000 

13700 

8030 

190 

19400 

16200 

12200 

6990 

200 

17900 

14800 

11000 

6120 

210 

16200 

13600 

9800 

5500 

220 

15000 

12700 

8800 

5000 

230 

14000 

11950 

8100 

4650 

240 

13000 

11200 

7500 

4300 

250 

12000 

10500 

7000 

4050 

260 

11000 

9800 

6500 

3800 

270 

10500 

9150 

6100 

3500 

280 

10000 

8500 

5700 

3200 

290 

9500 

7850 

5330 

3000 

300 

9000 

7200 

5000 

2800 

STEEL  STRUTS. 


185 


STEEL  STRUTS.— No.  4. 

Greatest  safe  load  for  steel  of  medium  grade,  tensile  strength  about  70,000  lbs. 
For  extreme  soft  steel,  use  table  No.  2  for  wrought  iron. 
The  tiguras  are  the  workiug  loads  in  pounds  per  square  inch  for  vertical  struts. 
Both  ends  are  supposed  to  be  secured  as  indicated  at  the  head  of  each 
column. 

If  l>oth  ends  are  not  secured  alike,  take  a  mean  proportional  between  the 
values  given  for  the  classes  to  which  each  end  belongs. 

If  the  strut  is  hinged  by  any  uncertain  method  so  that  the  centres  of  pins 
and  axis  of  strut  may  not  coincide,  or  the  pins  may  be  relatively  small  and 
loosely  titted,  it  is  best  in  such  cases  to  consider  the  strut  as  "  round  ended." 


Least  Radius 
uf  Gyration. 

Fixed  Ends. 

Flat  Ends. 

Hinged  Ends. 

Hound  Ends. 

20 

21900 

21900 

21200 

20300 

30 

15400 

15400 

14800 

13800 

40 

13500 

13500 

12800 

11600 

50 

12600 

12600 

11700 

10300 

60 

11700 

11700 

10800 

9130 

70 

10800 

10800 

9800 

8050 

80 

10000 

10000 

8900 

7070 

90 

9260 

9230 

7980 

6090 

100 

8550 

8500 

7090 

5200 

110 

8070 

7800 

6410 

4540 

120 

7590 

7140 

5770 

3920 

130 

7000 

6510 

5150 

3330 

140 

6410 

5910 

4550 

2780 

150 

5950 

5330 

3940 

2340 

lOU 

'±  1  oU 

170 

4980 

4250 

2860 

1660 

180 

4460 

3750 

2400 

1410 

190 

3960 

3310 

2080 

1190 

200 

3580 

2960 

1830 

1020 

210 

3180 

2670 

1590 

890 

220 

2880 

2440 

1400 

790 

230 

2640 

2250 

1250 

720 

240 

2410 

2070 

1140 

650 

250 

2180 

1910 

1040 

600 

260 

1960 

1750 

940 

550 

270 

1840 

1610 

860 

500 

280 

1720 

1460 

790 

440 

290 

1610 

1330 

720 

410 

300 

1500 

1200 

670 

370 

186 


STEEL  STRUTS. 


STEEL  STRUTS. -No.  5. 

Destructive  pressure  in  pounds  per  square  inch  for  hard  steel,  touAl 
strength  about  100,000  lbs. 

For  softer  steel,  see  table  No.  3. 


Length. 

Least  Radius 
of  Gyration. 

Fixed  Ends. 

Flat  Ends. 

Hinged  Ends. 

Round  Ends. 

lUUUUU 

lUUUUU 

lUUUUU 

yoDUU 

30 

74000 

74000 

74000 

69300 

40 

62000 

62000 

62000 

56600 

50 

60000 

60000 

60000 

52900 

uU 

OoUUU 

OoUUU 

OoUUU 

A.Q^  nn 
^yiuu 

70 

55500 

55500 

55100 

45300 

80 

53000 

53000 

52200 

41400 

90 

49900 

49700 

47800 

36600 

100 

4DoUU 

4O0UU 

4o/UU 

oZUUU 

110 

44700 

43200 

40400 

28500 

120 

42600 

40000 

36900 

25100 

130 

39400 

36700 

33500 

21600 

140 

oOoUU 

ooDUU 

zyyuu 

150 

34200 

30700 

26500 

15700 

160 

32200 

28000 

23100 

13300 

170 

29800 

25500 

20300 

11800 

180 

27400 

ZoUUU 

17500 

lUoUU 

190 

25100 

21000 

15800 

yuou 

200 

22900 

19000 

14100 

7860 

210 

20300 

17200 

12400 

6950 

220 

18300 

15500 

10700 

6100 

230 

16900 

14400 

982a  - 

5600 

240 

15500 

13400 

8960 

5140 

250 

14200 

12400 

8270 

4780 

260 

12900 

11500 

7630 

4460 

270 

12200 

10600 

7060 

4050 

280 

11400 

9700 

6500 

3650 

290 

10900 

9000 

6130 

3440 

300 

10600 

8500 

5890 

3300 

STEEL  STRUTS. 


187 


STEEL.  STRUTS. -No.  O. 

Greatest  safe  load  for  hard  steel,  tensile  strength  about  100,000  lbs. 
For  soft  steel,  see  table  No.  4. 

The  figures  are  the  workin»r  loads  in  pounds  per  s(juare  inch  for  vertical  struts. 
Both  ends  are  supposed  to  be  secured  as  indicated  at  the  head  of  each 
?olumn. 

If  iKjth  ends  are  not  secured  alike,  take  a  mean  i)roportional  between  the 
values  given  for  the  classes  to  which  each  end  ])elongs. 

If  the  strut  is  hinged  by  any  uncertain  method,  so  that  the  centres  of  pins 
and  axis  of  strut  may  not  coincide,  or  the  i)ins  may  ])e  relatively  small  and 
loosely  titted,  it  is  best  in  such  cases  to  consider  the  strut  as  "  round  ended." 


Length. 

Least  Radius 
uf  Gyvdtioii . 

Fijnl  Ends. 

F/af  Ends. 

J/in  fjfd  Ends. 

Hound  Ends. 

20 

31200 

31200 

30300 

29000 

oU 

22400 

22400 

21400 

20100 

40 

18200 

18200 

17200 

15700 

50 

17100 

17100 

16000 

14100 

60 

16100 

16100 

14900 

12600 

lU 

15000 

13600 

1 1900 

80 

13900 

13900 

12400 

9860 

90 

12800 

12700 

11000 

8410 

100 

11700 

11600 

9710 

7110 

liU 

10900 

10500 

8670 

fil  90 

120 

10100 

9520 

7690 

5230 

130 

9160 

8530 

6770 

4360 

140 

8250 

7610 

5860 

3570 

150 

7600 

6820 

5050 

2990 

160 

7000 

6090 

4280 

2460 

170 

6340 

5420 

3660 

2130 

180 

5710 

4790 

3070 

1810 

190 

5120 

4280 

2700 

1550 

200 

4580 

3800 

2350 

1310 

210 

3980 

3370 

2020 

1130 

220 

3520 

2980 

1700 

970 

230 

3190 

2720 

1500 

870 

240 

2870 

2480 

1360 

780 

250 

2580 

2250 

1220 

710 

260 

2300 

2050 

1100 

650 

270 

2240 

1860 

1000 

570 

280 

1960 

1670 

900 

510 

290 

1850 

1520 

830 

470 

300 

1800 

1420 

780 

440 

188 


ROLLED  SHAPES  AS  STRUTS. 


ROLLED  STRUCTURAL  SHAPES  AS  STRUTS. 

The  following  tables  of  safe  loads  for  rolled  struts  of  iron 
or  steel  are  derived  from  previous  tables,  Nos.  2  and  4,  and 
from  the  columns  given  for  flat-ended  bearings.  In  all  cases 
the  strut  is  supposed  to  be  vertical.  In  short  struts  this 
distinction  is  immaterial,  but  in  long  horizontal  struts  some 
allowance  is  necessary  for  the  deflection  due  to  weight. 

If  the  struts  are  rigidly  connected  at  the  ends  to  con- 
tiguous parts  of  a  structure,  the  increase  of  resistance  be- 
comes considerable  in  extremely  long  struts,  and  proper 
allowance  can  be  made  by  using  the  columns  for  ''Fixed 
Ends''  in  tables  Nos.  2  and  4.  On  the  contrary,  if  the  end 
bearing  of  the  strut  is  to  be  of  uncertain  character  or  fit;  it 
will  be  best  to  reduce  the  safe  load  to  that  in  the  columns 
for  "Round  Ends,"  in  the  same  tables.  In  these  working 
tables  the  calculations  are  made  to  apply  to  the  mean  thick- 
nesses of  each  shape.  Where  more  exact  results  are  re- 
quired for  thicknesses  above  or  below  the  mean,  the  true 
radius  of  gyration  of  the  section  will  be  found  on  pages  150 
to  170.  But  within  the  range  of  variation  of  thickness 
possible  for  any  shape  the  tables  may  be  accepted  as  prac- 
tically correct. 

For  I  beams  tables  TsTos.  7  to  8  apply  to  cases  where 
the  strut  is  braced  in  the  direction  of  the  flanges,  so  that 
failure  could  occur  in  the  direction  of  the  web  only.  For 
unbraced  I  struts  use  tables  Nos.  9  and  10.  Likewise  for 
channel  bars  used  as  struts,  and  braced  to  resist  failure  in 
the  directions  of  the  flanges,  use  tables  Nos.  19  to  20,  same 
as  for  latticed  channels. 

For  a  pair  of  latticed  channels,  which  form  a  more  perfect 
column  than  single  rolled  sections,  the  safe  loads  are  given 
for  various  conditions  of  the  end  bearings,  as  described  on 
pages  180  and  181.  On  the  tables  Nos.  19  to  20  the  dis- 
tances D  or  d  for  flanges  inward  or  outward,  respectiv^ely, 
make  the  radii  of  gyration  equal  for  either  direction  of  axis, 
parallel  to  web  or  to  the  flanges. 

Under  each  length  of  struts  in  the  table,  I  represents  the 
greatest  distance  apart  in  feet  that  centres  of  lateral  bracing 


ROLLED  SHAPES  AS  STRUTS. 


189 


can  be  spaced,  without  allowing  weakness  in  the  individual 
channels.  The  distance  /  is  obtained  as  shown  in  last  ex- 
ample, that  is,  l)v  niakinix  ^  =  \ . 

/  =  length  between  bracing. 
L  =  total  length  of  strut. 

r  =  least  radius  of  gyration  for  a  single  channel. 
R  =  least  radius  of  gyration  for  the  whole  section. 


It  is  customary  to  make  /  much  shorter  than  given  in  the 
tables,  the  figures  given  being  useful  as  a  guide.  If  a 
column  is  composed  of  four  angles,  forming  the  corners  of 
a  square,  and  properly  latticed  as  described  above,  find  the 
radius  of  gyration  of  the  combined  section,  as  described  on 
page  176,  and  then  the  working  resistance  from  tables  Nos. 
2  to  6,  or  the  safe  load  can  be  ascertained  approximately 
from  tables  Nos.  24-25  and  page  212  for  square  columns. 

When  a  pair  of  angles  are  ti^d  together  forming  a  single 
strut 


take  the  greatest  radius  of  gyration,  around  axis  A  B,  in 
table  No.  VII,  page  156,  for  a  single  angle  as  the  least  radius 
of  gyration  of  the  pair,  and  proceed  as  before  described. 


190 


TABLE  OF  STRUTS. 


PENCOYO   I   BEA3I  AS  STRUTS.— No.  7. 

Greatest  safe  load  in  pounds  per  square  inch  of  section. 
FOR  IRON. 

Fvjr  struts  secured  against  failure  in  the  direction  of  the  flanges  and  liable  to 
bend  only  in  the  direction  of  the  web. 


SIZE  OF  BEAM  IN  INCHES, 

ivith  Radius  of  Gyration  for  Mean  Thickness  of  Each  Size. 


15 

12 

103^ 

10 

9 

8 

7 

6 

5 

4 

3 

r:^5.81 

r=4.66 

r=4.15 

r=3.9;J 

r  =  3.57 

r=3.17 

r=2.79 

r=2.39 

r=:1.99 

r=1.57 

r=1.18 

4 

15000 

15000 

14930 

14870 

14810 

14690 

14560 

14380 

13840 

12970 

11670 

6 

14870 

14690 

1456014500 

14380 

13970 

13570 

13030 

12270 

11220 

9920 

8 

14650 

14300 

1397013790 

13460 

13000 

12470 

11750 

11020 

9920 

8350 

10 

14300 

13610 

1318012970 

12570 

12040 

11490 

10840 

9980 

8650 

7350 

12 

13730 

12920 

124501219011730 

11270 

10720 

9980 

9010 

7840 

6170 

14 

13180 

12270 

1  1 
117101152011130 

10600 

9980 

9180 

8200 

7030 

5220 

16 

12650 

11650 

1120010970 

10540 

9960 

9290 

8400 

7620 

6150 

4230 

18 

12130 

11190 

10690,10440 

9960 

9340 

8620 

7900 

6930 

5450 

3410 

20 

11640 

10730 

10190 

9920 

94SO 

8750 

8120 

7430 

6230 

4700 

2820 

22 

11270 

10330 

9710 

9410 

8890 

8250 

7700 

6800 

5670 

4000 

2370 

24 

10890 

9850 

9250 

8870 

8390 

7880 

7250 

6240 

5100 

3390 

2000 

26 

10540 

9430 

8790 

8470 

8050 

7530 

6730 

5770 

4500 

2940 

1690 

28 

10190 

9030 

8370 

8150 

7730 

7080 

6240 

5310 

3970 

2580 

1400 

30 

9840 

8630 

8080 

7840 

7400 

6630 

5840 

4800 

3470 

2260 

1140 

32 

9500 

8300 

7800 

7550 

6990 

6200 

5450 

4320^  3100 

2000 

34 

9170 

8040 

7530 

7220 

6590 

5850 

5020 

3890 

2790 

1750 

36 

8850 

7790 

7260 

6850 

6210 

5510 

4600 

3470 

2510 

1530 

38 

8540 

7550 

6850 

6490 

5900 

5150 

4200 

3170 

2280 

1320 

TABLE  OF  STRUTS. 


191 


PENCOYD    I    BEAM  AS  STRUTS.— No.  8. 

Greatest  safe  load  in  pounds  per  square  inch  of  section. 

FOK  STKEL  OF  MEDIUM  GRADE. 

For  struts  secured  against  failure  in  the  direction  of  the  flanges  and  liable 
to  bend  only  in  the  direction  of  the  web. 


SIZE  OF  BEAM  IN  INCHES, 

with  Radius  of  Gyration  for  3Iean  Thickness  of  Each  Size. 


•< 

15 

12 

10 

9 

8 

7  6 

5 

4 

3 

r  =  5.81 

r  =  4.66 

r=4.15 

r=3.93 

r=3.57 

r  =  3.17 

r=  2.79  r=  2.39 

r=1.9y 

r=].57 

r^l.18 

4 

22740 



22600 

22500 

1 

22420 

1 

22330  22210 

i 

1  i 

22070  21900  19240 

i  1 

15300 

13410 

6 

22410 

22190 

22050 

21980 

21860  20210 

181301538014240 

12980 

11610 

8 

22110 

21510 

19880 

19040 

17480 15360 

14560  13490  12760 

11600 

9900 

10 

21440 

18190 

16110 

15300 

1472013910 

13230  12510 11670 

10240 

8380 

12 

18780 

15220 

14520 

14140 

13450  13010  12450 11680 

10610 

9100 

7010 

14 

16110 

14260 

13450 

13250 

1        1  1 
12870  123301168010780 

9690 

8010 

5780 

16 

14830 

13390 

12940 

12700 

122601165010900  9970 

1  1 

8760 

7000 

4630 

18 

14050 

12930 

12420 

12150 

116501098010200:  9200 

7900 

6050 

3620 

20 

13380 

12510 

11890 

11610 

11050  10340 

9530  8470 

7100 

5170 

2860 

22 

13010 

12000 

11370 

10930 

10480 

9750 

8890  7770 

6350 

4350 

2370 

24 

12640 

11540 

10860 

10600 

9950 

9170 

8270  7100 

5630 

3600 

2000 

26 

12260 

11070 

10390 

10050 

9430 

8620  7680.  6480 

4960 

3000 

1690 

28 

11890 

10630 

9930 

9580 

8930 

8080 

7110,  5880j  4310 

2580 

1400 

30 

11520 

10220 

9480 

9110 

8440 

7560 

6570,  5290' 

1  1 

3710 

2260 

1140 

32 

10990 

9810 

9070 

8650 

7970 

7070 

6050  4750 

3210 

2000 

34 

10780 

9420 

8620 

8230 

7520 

6590 

5550  4210 

2810 

1750 

36 

10450 

9030 

8220 

7800 

7070 

6130 

1 

5060  3720^ 

2510 

1530; 

38 

10120 

8660 

7810 

7400 

1 

6650 

1 

5740 

i 

4600  3280  2280 

1  1 

1320 

1 

192 


PENCOYD  I  BEAMS  AS  STRUTS. 


PENCOYD  I    BEA3IS  AS  STRUTS.— Xo-  9' 

Greatest  safe  load  in  pounds  per  square  inch  of  section. 
FOR  IKON. 

When  the  struts  are  unsupporteil,  or  free  to  bend  in  the  direction  of  the  flanges. 
/•  =  radius  of  gyration  for  the  mean  thicknesses  of  each  shape. 


Size  of  Beam 
in  Inches. 

LEXG  TH  IX  FEET. 

4 

6  8 

10    12  14 

16 

18 

20 

22 

1 

15 

r 

1.17 

11670 

9870  8320 

7290  6110  5160 

4170 

3350 

2780  2330 

2 

r 

1.04 

11210 

9340  7810 

6530  5410  4280 

3360 

2720 

2230  1850 

521 

r 



1.08 

1  ^  '^.RO 

iloQU 

9460  7980 

6840  5640  4560 

3590 

2900 

2400  2000 

3 

12 

r 

1.15 

11600 

9790  8250 

7180  6010  5030 

4050 

3250 

2700  2260 

4 

r 

.99 

11000 

8980  7590 

6200  5060  3930 

3070 

2480 

2030  1650 

515 

r 



.97 

1 0Qi  n 

8860  7500 

6080  4910  3790 

2960 

239C 

1950  1570 

5 

10 

1^' 

1.17 

11670 

10870  8320 

7290  6110  5160 

4170 

3350 

2780  2330 

51 

2  ^' 

1.05 

11240 

9310  7850 

6590  5470  4350 

3410 

2750 

2270  1880 

6 

r 

— 

.95 

lUOlU 

8750  7380 

5960  4750  3630 

2850 

2300 

1860  1490 

7 

10 

r 

.96 

10860 

8800  7450  6020  4830  3710 

2900 

2340 

1910 1530 

8 

r 

.94 

10770 

8690  7320  5900  4680  3550 

2800 

2250 

1820  1450 

oil 

r 

.89 

10520 

8370  6970  5570  4270  3230 

2530 

2020 

1610  1240 

9 

r 

= 

1.00 

11040 

9030  7630  6260  5130  4000 

3130 

253C 

2070  1690 

10 

y 

.88 

10470 

8330  6900  5500  4190  3160 

2480 

1980 

1570 1200 

509 

r 

= 

.86 

10360 

8230  6740  5360  4060  3030 

2380 

1890 

14701110 

11 

r 

= 

.94 

10770 

8690  7320  5900  4680  3550 

2800 

2250 

1820  1450 

12 

0 

84 

10250 

8130  6590  5190  3860  2900 

2270 

1 7Qn 

1380 

507 

?' 

!82 

10120 

8030  6430  5010  3680  2790 

2170 

1700 

1290 

13 

r 

1 

.78' 

9870 

78106110  4640  3350  2540 

1970 

1500 

11001 

14 

7 

y 

.80 

10000 

7920  6260  4830  3500  2670 

2070 

1610 

1200 

505 

y 

.79 

9990 

7860  6190  4740  3430  2610 

2020 

1550 

1150 

23 

y 

1.25 

11930  10200  8660  7630  6530  5590 

4650 

3800 

3130 

2640 

24 

y 

1.12 

11500 

9560  8130  7010  5860  4830 

3860 

3100 

2570 

2140 

15 

6 

y 

.86 

10360 

8230  6740  5360  4080  3030 

2380 

1890 

1470 

1110 

16 

y 

.75 

9670 

7630  5880  4350  3130  2360 

1810 

1350 

503 

y 

.70 

9310 

7280  5470  3860  2760  2070 

1540 

1090 

17 

5 

y 

.62 

8620 

6480  4600  3080  2210  1600 

1080 

18 

y 

.63 

8720 

6590  4720  3170  2270 1650 

1140 

i 

y 

.54 

7980 

5640  3590  2390  1650  1070 

3 

y 

.53 

7890 

5520  3460  2310 1490 

PENCOYD  I   BIOAMS  AS  STRUTS. 


193 


PEXCOYD  I   BEAMS  AS  STRUTS.— No.  10. 

Greatest  sale  load  iu  pounds  per  square  inch  of  section. 
FOR  STEEL.  OF  3IEDIUM  GRADE. 
When  the  struts  are  unsupported,  or  free  to  bend  in  the  direction  of  the  flanges, 
r  =  least  radius  of  gyration  for  mean  thickness  of  each  shape. 


LENGTH  IN  FEET. 


4   I   6   I   8   !  10  !  12  I  14  I  16  I  18  I  20  I  22 


Size,  of  Beam 
in  Inchi'^.  . 


1  ,p      =  1.17  13490 11560  9840  8320  6950  5700  4560  3540  2810  2330 

2  j  5  /'  —  1.04  12950 11870  9060  7450  6000  4700  3540  2730  2230  1850 
521  r  —  1.08  13100  11100  9320  7800  6310  5020  3860  2960  2400  2000 

3  ,^  1.15  13340  11460  9730  8190  6810  5560  4410  3400  2710  2260 

4  12  0.99  12740  10580  8720  7030  5590  4270  3150  2480  20301650 
515  r  =  0.97  12650  10460  8580  6900  5420  4090  3040  2390  1950 1570 

5  1.17  13490  11560  9840  8320  6950  5700  4560  3540  2810  2330 
51  1 0  i  ^'  -  1  05  12980  10930  9120  7520  6080  4780  3620  2790  2270  1880 
6"  r 0.95  12550  10350  8430  6740  5240  3910  2900  2300  18601490 


^  10  ' 


511 

9 
10 
509 

11 

12 
507 

13 
14 
505 

23 
24 
15 
16 
503 

17 
18 


8 ; 


7 ; 


^0.96  12600 10400  8500  6820  5330  4000  2960  2340  1910 1530 

=  0.94  12510  12280  8350  6660  5160  3810  2830  2250  1820  1450 

=  0.89  12240  9930  7950  6220  4690  3360  2530  2020  16191240 

^  1.00  12780  10640  8790  7140  5670  4350  3240  2530  2070  1690 

^  0.88  12190  9860  7870  6130  4590  3270  2480  1980  1570  1200 

=  0.86  12070  9710  7690  59404430  3120  3380  189014701110 

=  0.94  12510  10280  8350  6660  5160'3810  2830  2250 1820  1450 

0.84  11960  9560  7520  5740  4180  2960  2270  1790  1380 

=  0.82  11830  9400  7330  5540  3970  2820  21701700  1290 


=  0.78  11560  9060  6950  5120  3540  2540  197015001100 
-0.80  11700  9230  7140  5330  3750  2670  207016101200 
=  0.79  11610  9150  7040  5230  3650  2610  202015501150 


■-  1.25  13800111910  10250  8790  7450  6240  51304110  3240  2640 
1.12  13240  11320  9560  8000  6600  5330  4180  3210  2570  2140 
=  0.86  12070  9710  7690  59404430  3120  2380189014701110 
-0.75  11340  8790  66304780  3240  23601810  1350 
=  0.70  10930  8280  60804180  2780  207015401090' 


=  0.62  10200 
=  0.63  10310 


7390 
7520 


5080  3180  2210  1600  1080 
5200  3300  2270  16501140 


=  0.54  9320  6310  3860  2390  1650  1070 
=  0.53  9190  6160  3700  2310  1590 


194 


PENCOYD  ANGLES  AS  STRUTS. 


PENCOYD  ANGLES  AS  STRUTS  — No.  11. 

Greatest  safe  load  in  pounds  per  square  inch  of  section. 
FOR  IRON. 

r  —  least  radius  of  gyration  for  mean  thickness  of  each  size. 


Size  of 
Angles 
in  Inches. 

LENGTH  IN  FEET. 

2 

4 

6 

8 

10 

12 

14 

16 

18 

20 

fi  V  fi 
O  X  D 

r=1.19 

1  AOCif\ 

14odU 

11 /oU 

9960 

oooU 

/4UU 

DiSlU 

AO(\C\ 

o4oU 

oocn 

R  Y 
O  A.  O 

r=  .99 

loolU 

IIUUU 

8980 

/oyu 

D^UU 

c;ncr» 

JdUdU 

onon 
oyoU 

ocyir\ 
OKJIKJ 

^4oU 

on  on 

4x4 
r=.79 

12990 

9940 

7860 

6190 

4/4U 

OA  QO 

^OlU 

on  on 

1  c:c:n 

looU 

1 1  t;n 

lloU 

o^2  X  o  /2 
r=  .69 

12430 

9230 

7180 

5380 

3750 

2700 

2010 

1480 

3x3 
/'=.59 

11700 

8350 

6160 

4230 

2820 

2000 

1390 

2%  X  2\ 
r==.53 

11290 

7890 

5520 

3460 

2310 

1580 

2%  X  2^2 
r=.49 

10950 

7540 

4980 

3010 

1990 

1280 

2^  X  2^ 
r=.44 

10470 

6900 

4190 

2480 

1570 

2x2 
r=  .39 

9870 

6110 

3350 

1970 

1100 

1%  X  1% 
r=.33 

8980 

5060 

2480 

1310 

1^2  X  1^2 
r=.29 

8280 

4110 

1930 

r=.26 

7810 

3350 

1500 

1x1 
r=.21 

6590 

2270 

PENCOYD  ANGLES  AS  STRUTS. 


195 


PENCOYD  ANGLES  AS  STRUTS.— No.  12. 

Cireatcst  sale  load  in  pounds  per  square  inch  of  section, 
l  OK  STEEL.  OF  MEDIUM  GRADE. 
r=z  least  radius  of  gyration  for  mean  thickness  of  each  size. 


Size  of 
Angles 
in  Inches. 

LENGTH  IN  FEET. 

2 

4 

6 

8 

10 

12 

14 

16 

18 

20 

6x6 

r=l,19 

21830 

13470 

11650 

/  UiU 

4710 

3680 

2910 

5x5 
r=.99 

19170 

12740 

10580 

/UoU 

joyu 

3170 

2480 

2030 

4x4 

15370 

11630 

9150 

u^oU 

oDJU 

2020 

1550 

1150 

O  1      ^  O  1 

^=.69" 

14970 

10840 

8190 

5970 

4050 

2710 

2010 

1480 

3x3 
r=.59 

13440 

9900 

7010 

4630 

2860 

2000 

1390 

r=.53 

13030 

9190 

6160 

3700 

2310 

1580 

2^  X  2Hy 

^=.49" 

12690 

8650 

5510 

oiUU 

lyyu 

2Hi  X  2\ 

12190 

7870 

4590 

2480 

1570 

2x2 

r=.39 

11560 

6950 

3540 

1970 

1100 

1=^4  X  1% 
r=.33 

10580 

5590 

2480 

1310 

r=.29 

9790 

4480 

1930 

r=.26 

9060 

3540 

1500 

1x1 

^-=.21 

7520 

2270 

196  PENCOYD  Z  BARS  AS  STRUTS. 

PEXCOYD    Z    BARS  AS  STRUTS.— No.  13. 

Greatest  safe  load  in  pounds  per  square  inch  of  section. 
FOR  IRON. 

When  struts  are  unsupported,  or  free  to  bend  in  the  direction  of  the  flan,ves. 
r  =  least  radius  of  gyration  for  mean  thickness  of  each  size. 


Section. 

Size 

LENGTH  IN  FEET. 

yo. 

in  Inches. 

2 

4 

6 

8 

10 

12 

14 

16 

]8 

220 

r=-  .54 

221 
r=.55 

2iix3Jgx2UxA 
2Hx35Sx2UxM 

11360 
11430 

7980 
8060 

5640 
5740 

3590 
3730 

2390 
2480 

1650 
1720 

1130 

222 
r=  .64 

223 
r=.64 

12070 
12070 

8800 
8800 

6690 
6690 

4830 
4830 

3260 
3260 

2340 
2340 

1710 1200 
1710  1200 

224 
r=  .65 

225 
r=.73 

31x4t\jx31xU 
3|x5tVx3|x  I 

12150 
12670 

8890 
9530 

6800 
7510 

4950 
5720 

3350 
4160 

2410 

2980 

1770  1260 
2240  1700 

1250 

226 
r=  .74 
227 

33^ox53U3/oX§? 

12720 
12670 

9610 

9530 

7580 
7510 

5800 
5720 

4250 
4160 

3050 
2980 

2300  1760 
2240  1700 

1300 
1250 

228 
/-  =  .83 

229 
r=  .81 

3 1^6x6 1^x3  j^xf^ 
3fGx6iVx3fVx  -5 

13170 
13080 

10180  80S0  6510 
10060  7980  6340 

5110 
4920 

3770 
3590 

2840 
2730 

2220 
2120 

1740 
1650 

230 
r=.81 

8tixx6^x3tkxH 

13080 

10060 

7980 

6340 

4920 

3590 

2730 

2120 

1650 

PENCOYD  Z  BARS  AS  STRUTS. 


197 


PENCOYD  AS  STRUTS.— No.  14. 

Greatest  sale  load  in  i)ounds  per  square  inch  of  section. 
FOR  STEEL  OF  MEDIUM  GRADE. 

When  struts  are  unsupported,  or  free  to  bend  in  the  direction  of  tlie  flanges. 
r  =  least  radius  of  gyration  for  mean  thickness  of  each  size. 


Section. 
No. 


Size 
in  Inches. 


LENGTH  IN  FEET. 


6     8     10    12    14    16  18 


220  2}Jx3iigx2}]lXi5.  13100  9320  6310  3860  23901650 
'=-.54 

221  2^x3^x21  Jx^l  13170  9440  64504020  248017201130 
'=.55  "I  I 


222  2^ex4iiex2}gx-i55  1397010400 
r=.64  i  j 

223  3:^i2x4^x3^i2X  I  1397010400 
r=.64 


224  3|x4i\x3|x{i  1408010490 
.65 

225  3ix5ii3  x3|x  i  1486011180 
r=.13 


226  :  3^^x5^x3^x^%  14940 11260 
r=-74;  i  I 

227  3Ax53^x3Ax§2  14860 11180 
r=.73  ■      "  '  i 


L 


7630  5330 


7630 

7750 
8600 


5330 

5470 
6420 


3420  2340 1710 1200 


3420  23401710 


3540  2410 1770 

i  I 
4550  3050  2240 


8700  6520 


8600 


6420 


7430 


1200 


1260| 
1700 1250 


4660  3150  230017601300 
455o'305oL240 1700  1250 


56404080  2890  2220 1740 


228  :  3i9cx6  icx3i%x^  16110 11890  9480  - 
r  =  .83 

229  .  3,^c^6,\x3^^^x  5  15660 11770  9320  7230  5440  3860  2740  2120  1650 
r=.81  i 


230  I  3Ax6|iffx3^xH  15660 11770  9320  7230  5440  3860  2740  2120 1650 
r=.81 


19S  PENCOYD  TEES  AS  STRUTS. 

PEXCOYD  TEES  AS  STRUTS.— Xo.  15. 

Greatest  safe  load  in  pounds  per  square  inch  of  section. 
FOR  IKON. 
/•  =  least  radius  of  gyration  of  each  size. 

LEXG  TH  IX  FEET. 


Inches. 

2 

4 

6 

8 

10 

12 

14 

16 

18 

20 

4x4 

?■  =  .85 

13270 

10340 

8180 

6670 

5280 

3940 

2970 

2330 

1840 

1430 

3^..  X  3^.. 
.=  .74- 

12780 

9610 

75S0 

5800 

4260 

3050 

2300 

1760 

1300 

930 

3x3 
;-=.62 

11920 

8620 

6480 

4600 

3030 

2210 

1590 

1030 

730 

2\y  X  2"L., 

11290 

7890 

5520 

3460 

2310 

1530 

1140 

2^4^214 
r  =  .47 

i0770 

7320 

4630 

2300 

1820 

1120 

670 

2x2 
=  .43 

10360 

6740 

4030 

2370 

1470 

840 

1-4x1^4 

/■=.37 

9610 

5S00 

3060 

1760 

930 

Ik^xli. 
.-=.32- 

8800 

4830 

2340 

1200 

540 

1^:4x114 
?■  =  .27 

7980 

3590 

1650 

670 

1x1 

r  =  .25 

7810 

3350 

1500 

580 

PENCOYD  TEES  AS  STRUTS. 


199 


PENCOYD  TEES  AS  STRUTS.— No.  16. 

Greatest  safe  load  in  pounds  i)er  square  inch  of  section. 
FOR  STEEL.  OF  MEDIUM  GRADE. 
r  =  least  radius  of  gyration  of  each  size. 

LENGTH  IN  FEET. 


Inches. 

2 

4 

1_ 

8 

10 

12 

14 

16 

18 

20 

4x4 
.85 

16570 

12020 

9630 

7600 

6840 

4280 

3040 

2330 

1840 

1430 

3Hy  X  3^> 
/'=.74'" 

14940 

11260 

8700 

6510 

4660 

3150 

2300 

1760 

1300 

930 

3x3 
r=.62 

13740 

10200 

7390 

5060 

3180 

2210 

1590 

1080 

730 

2i.>x2io 
r=.53*' 

13030 

9190 

6160 

3700 

2310 

1580 

1140 

2^4  X  21/4 
r=.47 

12510 

8350 

5160 

2830 

1820 

1120 

670 

2x2 

r=--  .43 

12070 

7690 

4380 

2370 

1470 

840 

1%  X  1^4 
r=.37 

11260 

6520 

3140 

1760 

930 

X  l^y 

^'—.32" 

10400 

5330 

2340 

1200 

540 

r=.Zl 

9320 

3860 

1650 

670 

1x1 
r=  .26 

9060 

3540 

1500 

580 

200 


PENCOYD  CHANNELS  AS  STRUTS. 


PEXCOYI>  CHANNELS  AS  STRUTS.— Xo.  17. 

Greatest  safe  load  in  pounds  per  square  inch  of  section. 
FOR  IRON. 


When  struts  are  unsupported,  or  free  to  bend  in  the  direction  of  the  flanges. 
r  —  least  radius  of  gyration  for  mean  thickness  of  each  shape. 


8  t* 

•It 

Size  of  Channel 

LENGTH  IN  FEET. 

ll 

in  Inches. 

2 

4 

6  !  8 

10 

12 

14 

16 

18 

20 

30 
53 

15 

?■ 

=  1.08 
=  1.10 

14110 
14110 

11400 
11400 

9430  7970 
9590  8070 

6780 
6900 

5650 
5740 

4540 
4690 

3580 
3710 

2900 
3020 

2400 
2490 

55 

13 

7- 

=  1.07 

14110 

11310 

9430  7920 

6720 

5560 

4490 

3540 

2850 

2360 

31 
32 
427 

12 

r 

7' 

r 

=  0.83 
=  0.70 
=  0.87 

13170 
12520 
13300 

10170 
9270 
10430 

8070  6490 
7270  5470 
8270  6840 

5080  3790 
3880  2760 
54304090 

2850 
2070 
3100 

2230 
1550 
2420 

1750 
1090 
1940 

1340 
1520 

34 
35 

10 

r 

7' 

=  0.77 
=  0.71 

12900 
12520 

9840 
9350 

7730  6030 
7390  5560 

4540  3280 
3960  2830 

2490 
2120 

1930 
1610 

1450 
1150 

36 
37 

9 

=  0.72 
=  0.64 

12650 
12010 

9430 

8800 

7450 

6670 

5650 
4830 

4050  2900 
3250  2350 

2200 
1690 

1650 
1200 

1200 

418 
419 


40 
41 


42 
44 


412 


47 
48 


8: 
7: 


=  0.71  ;  12520  9350  7390  5560  3960  2830  212016101150 


6 


=  0.62 


=  0.65 
=  0.56 


r  =  0.65 
r  =  0.50 

5  r  =  0.€0 


4 


=  0.50 


11890  8650  6490  4590  3070  221015901080 


12140  8880  6780  4930  3340  2400  1780  1260 

11490  8120  5840  3880  2580 1800  1200 

I     Mil!    I  < 

12140  8880  6780  4930  3340  2400 1780 1260 

11040  7640  5140  3130  20701360 


11760  8420  6260  4350  2900  2070  1460 


11040  7640  5140  3130  2070  1360 


=  0.46  ,10690  7210  4490  2690  1740 

49  I    3  r  =  0.42    10260j'  6610  3880  2270  1380 

!  I         ;         I        i       I  I 


PENCOYD  CHANNELS  AS  STRUTS. 


201 


PENCOYD  CHANNELS  AS  STRUTS.— No.  18. 

Greatest  safe  load  in  pounds  per  square  iueh  of  section. 
FOR  STEEL  OF  MEDIUM  GRADE. 
When  the  struts  are  unsupported,  or  free  to  bend  in  the  direction  of  the  llanges. 
r  =  least  radius  of  gyration  for  mean  thickness  of  each  shape. 


Section 
Number. 

Size  of  Channel 
in  Inches. 

LENGTH  IN  FEET. 

2 

4 

6 

8 

10 

12 

14 

16 

18 

20 

30 
53 

15 

r  =  1.08 
r=1.10 

20600 

13140 
13140 

1 1070 
iiu  /u 

11250 

9310 
9460 

7730 
7870 

1 

6330  5000  3850 
6450  51604000 

2960 
3100 

2490 

55 

13 

r  =  1.07 

20600 

13050 

1 1070 

9230  7670 

6210  4940 

3800 

9Q00 

31 
32 
427 

12 

=  0.83 
;'  =  0.70 
r  =  0.87 

16050 
14640 
16700 

11880 
10890 
12150 

9460 
8290 

Q770 

1  ' 
7400  5620  4100  2900 
6090  4200  2790  2070 
7800  6030  4460  3200 

1  1 

2230 
1550 
2420 

1750 
1090 

1340 

34 
35 

10 

=  0.77 
;-==0.71 

15210 
14640 

11520 
10980 

8940 
8430 

6820  5000  3400 
62104300  2870 

2490 
2120 

1930 
1610 

1450 
1150 

36 
37 

9 

r  =  0.72 
r--0.64 

14830 
13880 

11070 
10400 

8500 
7600 

6330  4410  2960 
5330  3400  2380 

2200 
1690 

1650 
1200 

1200 

418 
419 

g 

r  =  0.71 
r  =  0.62 

14640  10980 
13690  10240 

8430 
9400 

6210  4300  2870 
5050  3170  2210 

1  ! 

2120 
1590 

1610 
1080 

1150 

40 
41 
417 

7 

r  =  0.65 
r  =  0.56 
r  =  0.57 

14070  10480 
13230  9540 

13320  9690 

1 

7730 
6570 
6760 

5450  3530  2400 
4200  2550  1800 
4360  2650  1860 

!  1 

1780 
1200 
1260 

1260 

42 
44 
415 

6 

r=-0.65 
r  =  0.50 
r  =  0.54 

14070  10480 
12780  8790 
13140  9310 

7730 
5680 
6330 

3450  3530  2400 
3240  2070  1360 
3850  2400  1660 

1780 

1260 

412 
413 

5 

r  =  0.60 
r  =  0.50 

13500  10000 
12780  8790 

7140 
5680 

4780  2940  2070 
3240  2070  1360 

1460 

47 
48 
411 

4 

r  =  0.50 
r==0.46 
r  =  0.46 

12780 
12420 
12420 

8790 
8220 
8220 

5680 
4940 
4940 

3240  2070  1360 
2700  1740 
2700  1740 

49 

3 

r  =  0.42 

11970 

7540 

4200 

1 

2270  1380 

I 

TABLE  OF  STRUTS. 


TABLE  OF  STRUTS.— No.  19. 
Latticed  Channel  Struts. 

GREATEST  SAFE   LOADS  IN   POUNDS   PER  SQUARE   INCH  OF  SECTION 

FOR  IRON. 

For  a  pair  of  braced  channels,  or  for  a  single  channel  secured 
from  flexure  in  the  direction  of  flanges  and  liable  to  fail  only  in 
the  direction  of  the  web  CD. 

r  in  the  marginal  columns  gives  the  radius  of  gyration  for  axis 
A  B,  or  for  either  axis  of  the  combined  pair  of  channels.  See  de- 
scription, page  188. 


Size  of   ^_ 

Channels.  E,ids. 


Condi-  LENGTH  IN  FEET. 

Hon  of   


10      12     14      16      18     20  22 


15  ins. 

/•  =  5.52 
D  =  12.8 

d=  8.8 

12  ins. 

r=  4.38 
D  =  iLl 

d=  7.1 

10  ins. 

r=  3.71 
/)=  8.6 

(/=  5.9 

9  ins. 

3.31 
D=  7.7 
d  =  5.2 

5  ins. 

/•=  3.0 
l)=  7.1 

J=  4.6 

7  ins. 
r=  2.58 

n=  6.2 

d=  3.9 

6  ins. 
r--  2.26 

D=  5.4 
d^  3.3 


Fixed. 
Flat. 
Hinged, 
Round. 

Fixed. 
Flat. 
Hinged. 
Round. 

Fixed. 
Flat. 
Hinged. 
RouulL 

Fixed. 
Flat. 

Hinged. 
Round. 

Fixed, 
Flat. 
Hinged. 
Round. 

I  Fixed. 
Flat. 

Hinged. 
Round. 

Fixed. 
Flat. 
Hingeil. 
Round. 


15000  14570 
15000  14570 
,  15000  14340 
15000  14020 
l.Ls  1.58 
15000 14120 
15000  14120 
15000  13660 
15000  13010 

1.03  1.4G 

15000  13590 
15030  13590 
15000 13090 
15000  12360 

1.19  1.59 
14150  13160 
14150 13160 
13590 12620 
13040 11830 

1.23  1.61 
13840  12770 
13840 12770 
13350 12190 
12660  11360 

1.32  1.76 
13310 12110 
13310 12110 
12780 11480 
,12010  10560 
'  1.39  1.86 
12780 11540 
12780 11540 
,  12200 10870 
11380  9950 

1.51  2.01 


14150  13570 
14150  13570 
13690  13060 
13040  12330 
1.97  2.37 
13390  12670 
13390  12670 
12870  12080 
1211011240 
1.83  2.19 
12730 11910 
12730  11910 
12150  11270 
11310  10320 
1.99  2.39 
12240  11440 
12240  11440 
11620  10760 
10720  9710 
2.0-5  2.46 
11760  11040 
11760  11040 
11110  10320 
10140  9170 
2.20  2.64 
11170  10360 
11170  10360 
10470  9600 
9350  8280 
2.35  2.79 
10600  9700 
10600  9700 
9860  8890 
8590  7460 
2.52  3.02 


12980  12430 
12980  12430 
12400  11820 
11600  10950 

2.76  3.15 
11970  11410 
11970  11410 
11340  10730 
10400  9680 

2.5")  2.92 
11290  10710 
11290  10710 
10600  9970 
9510  8740 

2.79  3.1;^ 
10800  10170 
10800  10170 
10060  9410 


8850 
2.s7 

10340 
10340 
9590 
8260 

3.08 
9580 
9580 
8770 
7320 

3.25 
8850 
8850 
7970 
6460 

3.44 


8040 
3.28 
9670 
9670 
9190 
7430 
3.52 
8850 
8850 
7960 
6450 
3.72 
8190 
8170 
7170 
5590 

4.25 


11870  11450  11050 

11870  11450  11050 

11230  10770  10340 

10270  9720  9190 

3.55  3.95  4.34 

10920  10450  9980 

10920  30450  9980 

10190  9700  9210 

9010  8400  7800 

3.2>  3.65  4.01 

10150  9620  9100 

10150  9620  9100 

9390  8810  8230 

8020  7370  6750 

::..5.s  3.98  4.:  8 

9570  8990  8440 

9570  8990  8440 

8760  8120  7520 

7310  6620  5970 

3.7U  4.11  4.52 

9030  8420  8040 

9030  8420  8020 

8160  7500  6970 

6670  5950  5370 

3.96  4.40  4.81 

8240  7810  7400 

8230  7770  7310 

7250  6650  6080 

5680  5020  4420 

4.18  4.65  5.11 

7700  7230  6790 

7660  7070  6440 

6490  5850  5240 

4860  4200  3610 

4.54]  5.04  5.M 


TABLE  OF  STRUTS. 


20:] 


TABLE  OF  STRUTS.— No.  19. 
Latticed  Channel  Struts. 

GREATEST  SAFE   LOADS   IN    POUNDS   PER   SQUARE   INCH   OF  SECTION 


FOR  IRON. 

The  channels  must  he  connected  so  nsto 
insure  unity  of  action,  and  separated  not 
less  than  the  distances  D  or  d  respectively 
given  in  inches  in  the  marginal  column. 
Figures  in  smaller  type  under  each  length 
rei)resent  the  greatest  distance  apart  in 
feet  on  each  channel  that  centres  of  lateral 
bracing  should  be  placed. 


LENGTH  IN  FEET. 

Condi- 
tion of 
Ends. 

Size  of 
Channels. 

24 

26 

28  ■ 

30 

32  ' 

34  ! 

36  ' 

38  ' 

40 

10680  10300 

9930 

9570 

9230 

8890 

8550 

8290 

8110  Fixed. 

15  ins. 

10680  10300 

9930 

9570 

9230 

8890 

8550 

8290 

8070 

i-lat. 

5.52 

9940 

9540 

9150 

8760 

8370 

8000 

7650 

7320 

7040  Hinged. 

I)  - 

12.8 

8690 

8200 

7740 

7310 

6890 

6490 

6110 

5760 

5450  I'.ound. 

d  = 

8.8 

■1.7 1 
9530 

9090 

5.5)! 

8670 

5.92 

8320 

8060 

().  / 1 
7810 

7.1 1 
7560 

7.50 

7320 

7.90, 
7090  Fixed. 

12  ins. 

9530 

9090 

8670 

8320 

8040 

7770 

7510 

7200 

6870  Mat. 

r  = 

4.38 

8710 

8230 

77  70 

7360 

6990 

6640 

6300 

5970 

5650  Hinged. 

/>  = 

10.1 

7230 

6740 

6240 

5790 

5400 

5020 

4650 

4320 

4000:  Round. 

d  = 

7.1 

4.-{S 

4.71 

5.84 

6.21 ! 

6.57 

().94 

7.30 

8300 

8220 

7920 

7630 

7350 

7070 

6810 

6540 

6250  Fixed. 

10  in.s. 

8600 

8210 

7890 

7590 

7230 

6840 

6460 

6120 

5820  Flat. 

r  ~ 

3.71 

7700 

7230 

6800 

6400 

6010 

5620 

5260 

4920 

4610  Hinged. 

D  = 

8.6 

6160 

5650 

5190 

4760 

4350 

3980 

3630 

3300 

2990  Pvouud. 

d  = 

5.9 

4.7.S 

5.isj 

5.58 

5.9S 

6.  as 

6.78 

7.18 

7.58 

7.98 

8090 

7760 

7430 

7120 

6830 

6520 

6190 

5890 

5590  iMxed. 

9  ins 

8070 

7720 

7350 

6920 

6490 

6110 

5760 

5440 

5080  Mat. 

r  = 

3.31 

7030 

6580 

6130 

5690 

5280 

4900 

4550 

4220 

3840  Hinged. 

1.1 

5140 

4760 

4470 

4050 

3650 

3280 

2930 

2610 

2310  Round. 

d  = 

5.2 

4.9;; 

5:m 

G.57I 

6.98 

7.;!9 

7.81| 

8  21  i 

7680 

7320 

6990 

6670 

6310 

5960 

5630 

5310 

5000  Fixed. 

8  ins 

7630 

7200 

6720 

6260 

5880 

5520 

5150 

4730 

4350 

Flat. 

r  = 

3.0 

6460 

5980 

5500 

5060 

4670 

4300 

3900 

3460 

3060  Hinged. 

D  = 

7.1 

4820 

4320 

3870 

3440 

3050 

2690 

2350 

2040 

1760  Round. 

d  = 

4.6 

G.16 

G.C.O 

7.04 

7.48 

7.92 

8.36 

8.80 

7000 

6630 

6210 

5820 

5400 

5070 

4680, 

4300 

3960  Fixed. 

7  ins 

6740 

6210 

5780 

5360 

4890 

4440 

4030 

3630 

3310  Flat. 

r 

2. 58 

5530 

5010 

4570 

4140 

3630 

3150 

2750 

2370 

2110  Hinged. 

D  - 

6.2 

3890 

3390 

2950 

2530 

2160 

1820 

1590 

1380 

1200  Round. 

d  ^ 

3.9 

5  57 

r».04 

(5.51 

(j.97 

7.44 

7.91 

8.87 

8.8:i 

9.30 

6330 

5880 

5440 

5050 

4570 

4150 

3790 

3440 

Fixed. 

6  ins 

5910 

5430 

4900 

4380 

3920 

3480 

3160 

2860 

Flat. 

r 

2.26 

4700 

4210 

3640 

3100 

2640 

2230 

1990 

1760 

Hinged. 

D  - 

5.4 

3080 

2600 

2170, 

1780 

1520; 

1300 

1130 

980 

Round. 

d  = 

3.3 

6.05 

6.55 

7.06 

7.56j 

8.11 

8.57| 

9.08 

9.58| 

204 


TABLE  OF  STRUTS. 


TABLE  OF  STRUTS.— No.  20. 
Latticed  Channel  Struts. 

GREATEST  SAFE  LOADS  IN   POUNDS  PER  SQUARE  INCH  OF  SECTION. 

FOR  STEEL  of  3Iedium  Grade. 

For  a  pair  of  braced  channels,  or  for  a  single  channel  secured 
from  flexure  in  the  direction  of  flanges  and  liable  to  fail  only  in 
the  direction  of  the  web  C  D. 

r  in  the  marginal  columns  gives  the  radius  of  gyration  for  axis 
A  B,  or  for  either  axis  of  the  combined  pair  of  channels.  See  de- 
scription, page  188. 


LENGTH  IX  FEET. 

6       8      10     12     14      16  18 

20  22 

15  ins.      Fixed.  20000  20000  20000  18000  15320  14500  13670 
r  =  5.52  Flat.     20000  20000  20000  18000  15320 14500 13670 

D  =  12.8   Hinged.  20000  20000  20000  17360  14720  13860  12980 
d  =  8.8   Round.  20000  20000  19190  16400  13710  12760 11790 

13190  12790 
13190  12790 
12420 11940 
11150  10580 

1.18     1.58     1.97     2.87     2.76     3.15     3.55     3.95  4.34 
13  ins.      Fixed.  20000  20000  17150  14860  13820  13150  12660  12170  11680 
r  =  4.38  Flat.     20000  20000  17150  14860  13820  13150  12660  12170  11680 
i>  =  10.1   Hinged.  20000  19980  16520  14240  13140  12380  11770  11270  10780 
(/=  7.1    Round.  200001905015550  13180119701110010390  9750  9100 
1.09     1.46     1.83     2.19     2.55     2.92     3.28     3.65  4.01 
10  ins.      Fixed.  20000  18130  14960  13720  13030  12440  11860  11280  10710 
/•  =  3.71  Flat.     20000  18130 14960  13720  13030  12440 11860 11280 10710 
D=  8.6   Hinged.  20000  17480  14340  13040  12220 11540  10960  10340  9700 
d  =  5.9   Round.  20000  16530  13290  11860  10920  10100  9340  8630  7940 
I  1.19     1.59     1.99     2.39     2.79     3.19     3.58     3.98  4.38 

9  ins.  Fixed.  20000  16050 14220  13180  12530  11880 11230 10600 10020 
r  =  3.31  Flat.  20000  16050  14220  13180  12530  11880 11230  10600  10020 
I)=  7.7  Hinged.  20000  15440  13560  12410  11630  10980  10280  9570  8920 
d=  5.2  Round.  19190  14450  1243011140  10210  9360  8560  7800  7100 
I  '    1.23     1.64     2.05     2.46     2.87     3.28     3.70    4.11  4.5^ 

Sins.       Fixed.   19300  15020  13500  12780  1206011340  10640  10000  9400 
/•=  3.00!Flat.     19300  15020  13500  12780  1206011340  10640  10000  9380 
D=  7.1  'Hinged.  18640  14200  128001192011160  10400  9620  8900  8160 
d=  4.6   Round.  177001336011600  10560  9590  8690  7850  7070  6280 
I  '    1.32     1.76     2.20     2.64     3.08     3.52     3.96     4.40  4.84 

Tins.       'Fixed.   16760  14030  12910  1207011240  10440  9720  9040  8440 
r=  2.58  Flat.     1676014030  12910  120701124010440  9710  9010  83.30 
D=  6.2   Hinged.  16140  13360  12080  11170  10290  9400  8560  7710  6930 
d  =  3.9  'Round.  15160 12210 10750  9620  8580  7610  6700  5820  5040 
I    1.39     1.86     2.35     2.79    3.25     3.72     4.18     4.65  5.11 
6  ins.       Fixed.  1503013280  123301136010450  9630  8870  8250  7740 
r=  2.26  Flat.     1503013280  123301136010450  9620  8820  8070  7350 
I)=  5.4  iHinged.  14420  12530 11430 10430  9410  8450  7490  6670  5970 
3.3  Round.  1338011280  9940  8730  7620  6590  5600  4790  4110 
1.51     2.011    2.5i    3.02i    3.44     4.25    4.54;    5  04  5.54 


TABLE  OF  STRUTS. 


205 


TABLE  OF  STRUTS.— No.  20, 


Latticed  channel  Struts. 

GREATEST  SAFE   LOAD   IN    POUNDS   PER  SQUARE   INCH   OF  SECTION. 

FOK  STKtL  of  Mediuiu  Oracle. 

The  channels  must  be  connected  so  as 
to  insure  unity  of  action  and  separated 
not  less  than  the  distance  J)  or  d  respec- 
tively given  in  the  marginal  columns. 
Figures  in  small  type  un(ler  each  length 
represent  the  greatest  distance  apart  in 
feet  on  each  channel  that  centres  of  lat- 
eral bracing  should  be  placed. 


LENGTH  IN  FEET. 


24     26  28 


30  '  32     34  I  36  38 


12410  12010 
12410  12010 
1151011110 
10050  9540 
4.74  5.1H 
11180  10700 
11180  10700 
10230  9690 
8510  7930 
4.:iS|  4.74 
10190  9690 
10190|  9680 
9110i  8520 
7300!  6660 


4.7S 
9480 
9460 
8250 
6380 

4.  (>:^ 
8830 
8790 
7440 
5550 

5.  '-'.S 

7990 
7690 
6300 
4440 

5.o7 
7150 
6670 
5310 
3480 

6.05 


5.  IS 
8960 
8920 
76001 
5710 

5.:i4 
8350' 
82201 
68101 
4930' 

5.70! 
7530; 
7080 
5710 
3860 

6.04  j 
6520i 
6030: 
4670: 
2890! 

6.55 


11620  11230 
11620  11230 
10720  10280 

9040  8560 

5.58  5.1>2 

10260  9840 

10260  9830 

9190  8700 

7390;  6860 

5.11  5.47 

9220  8760 

9190:  8710 

79301  7350 

6040  5460 

5.58:  5.98 1 

8470  8130 

8390  7890 

6980  6490 

5100  46201 

5.75  6.16| 

7970  7590 

7660  7140 

6280  5770 

4410  3920 

6.16  6.60 

6980  6440 

6480  5940 

5130  4580 

3310  2800 

6.51  6.97 

6020  5530 

5410  4820 

4020  3390 

2400  1950 

7.06  7.56, 


10840 
10840 
9850 
8100 
6.82 
9430 
9410 
8200 
6320 
5.84 
8380 
8250 
6850 
4960 

6.88 

7780 
7400 
6020 
4160 

6.57 

7110 

6630 
5270 
3440 

7.04 
6000 
5400^ 
4010 
2390 

7.44 


4250 
2860 
1660 
8.11 


10480  10140 
10480  10140 

9440  9060 

7660  7240 

6.71  7.11 

9040  8650 

9000  8600| 

7700  7210 

5810  5320 

6.21  6.57 

8070  7760 

7800  7370 

6410  6000 

4540  4140 

6.78|  7.18 

7400  6970 

6930  6480 

5570;  5120 

3730  3300 

6.98  7.89 

6640'  6220 

6150  5670 

4790  4300 

3000  2600 

7.48:  7.92 

5580  5110 

4880  4380 

3460  2980 

2000  1720 

7.91 i  8.87 

4430  3910 

3720|  3270 

2380  2050 

1390  1170 

8.57,  9.081 


9800 
8660 
6810 

7.50 
8350 
8210 
6810 
4930! 

6.94; 

7410 
6950 
5590 
3740 

7.58 
6540 
60401 
4680 
2900 

7.8l! 

5860 
5220 
3820 
2250 

8.86 
4630 
3910 
2550 
1490 

8.88 
3510 
2910 
1790 

990 

9.58: 


9490  Fixed. 
9460  Flat. 
8260  Hinged. 
6390|  Round. 
7.90 

8090  Fixed. 
7830  Flat. 
6440  Hinged. 
4570|  Round. 
7.80 

7040  Fixed. 
6550  Flat. 
5190  Hinged 
3370|  Round. 
7.98 

6180  Fixed. 
5620  Flat. 
4240  Hinged 
2560 1  Round. 
8.21 

5500  Fixed. 
4780  Flat. 
3350  Hinged. 
1920!  Round. 
8. 80 1 

4160  Fixed. 
3480  Flat. 
2200  Hinged. 
1270  Round. 
9.80 

Fixed. 
Flat. 
Hinged. 
Round. 


Size  of 
Channels. 


16  ins. 

r  =  5.52 
D  12.8 
(Z=  8.8 

12  ins. 
r  4.88 
D  KM 
7.1 

10  ins. 

r=  3.71 
D  =  8.6 
d  ^  5.0 


9  ins. 

r  = 
D  = 
d  = 

8  ins. 

r  ^ 
I)  = 
d 

7  ins. 

r  ^ 
I) 

d  = 


8.81 
7.7 
5.2 


8.0 
7.1 
4.6 


2.58 
6.2 
3.9 


6  ins. 

2.26 
Z>-  5.4 
d=  3.3 


206 


WROUGHT  IRON  AND  STEEL  PILLARS. 


COLUMNS  OF  ROUND  AND  SQUARE  SECTION. 

Experiments  on  columns  of  this  class  are  not  very  com- 
plete, especially  as  denoting  the  comparative  values  for  the 
various  end  conditions.  The  following  tables,  Nos.  22  to  25, 
are  derived  partly  from  experiment  on  actual  columns,  ex- 
tended and  completed  by  comparison  with  the  experiments 
on  rolled  struts  from  which  all  our  previous  tables  of  strut 
resistances  are  derived. 

Tables  Nos.  2  and  4  are  taken  as  the  basis  for  the  working 
values.  On  account  of  the  more  perfect  symmetr}^  of  form 
possessed  by  round  and  square  sections  than  the  shapes  for 
which  these  tables  were  especially  calculated,  the  safe  loads 
per  square  inch  of  section  are  increased  ten  (10)  per  cent, 
for  round  columns,  and  five  (5)  per  cent,  for  square  columns. 
That  is,  the  factors  of  safety  previously  given  remain  the 
same,  the  ultimate  strength  is  supposed  to  be  10  and  5  per 
cent,  respectively  greater  than  the  rolled  struts. 

The  tables  are  calculated  for  certain  thicknesses  of  iron 
varying  from  i  inch  for  2-inch  diameter  up  to  |  inch  for 
12-inch  diameter,  as  marked  in  the  margins.  At  the  same 
place  E  represents  the  radius  of  gyration  for  the  diameter 
and  thickness  given.  When  the  thickness  varies  but  a  little 
from  that  given,  the  strength  per  square  inch  of  section  can 
be  accepted  as  practically  unchanged.  But  when  the  varia- 
tion becomes  of  importance,  the  radius  of  gyration  corre- 
sponding to  the  altered  thickness  will  have  to  be  obtained, 
and  the  strength  of  the  column  then  ascertained  from  tables 
Nos.  2  and  4,  as  heretofore  described. 

The  following  table  gives  the  values  of  the  radius  of 
gyration  for  round  and  square  columns  from  2  to  12  inches 
diameter,  and  from  yV  of  an  inch  to  1  inch  thick. 

Example  for  Round  Column  : 

What  is  the  greatest  safe  load  for  a  flat-ended  round 
column  6  inches  outer  diameter,  J  inch  thick,  8.64  square 

inches  area,  and  18  feet  long,  r  =  1.95    '  =  111  ?    By  table 

/' 

No.  2  the  corresponding  safe  load  =  6,780  lbs.  +  10  per 
cent.  =  7,460  lbs.  per  square  inch  of  section,  or  64,440  lbs. 
for  the  column. 


TABLE  OF  STRUTS. 


207 


No.  21. 

RADII  OF  GYKATIOX  FOR  KOUNI> 
COLUMNS. 


Thickness  in  Inches  Varying  by  Tenths. 

.1 

.2 

.3 

.4 

.5 

.6 

.7 

.9 

1.0 



Cbrresjwnding  Rcuiius  of  Gyration  in  Inches. 

2 

.67 

.64 

.61 

.58 

.56 

.54 

.52 

.51 

.50 

.50 

3 

1.03 

.99 

.96 

.93 

.90 

.88 

.85 

.83 

.81 

.79 

4 

1.38 

1.35 

1.31 

1.28 

1.25 

1.22 

1.19 

1.16 

1.14 

1.12 

5 

1.73 

1.70 

1.66 

1.63 

1.60 

1.57 

1.54 

1.51 

1.48 

1.46 

6 

2.08 

2.05 

2.02 

1.98 

1.95 

1.92 

1.89 

1.86 

1.83 

1.80 

7 

2.43 

2.40 

2.36 

2.33 

2.30 

2.27 

2.24 

2.21 

2.18 

2.15 

8 

2.79 

2.76 

2.72 

2.69 

2.66 

2.62 

2.59 

2.56 

2.53 

2.50 

9 

3.15 

3.11 

3.08 

3.04 

3.01 

2.97 

2.94 

2.91 

2.88 

2.85 

10 

3.51 

3.47 

3.44 

3.40 

3.37 

3.33 

3.30 

3.27 

3.23 

3.20 

11 

3.86 

3.82 

3.79 

3.75 

3.72 

3.68 

3.65 

3.62 

3.58 

3.55 

12 

4.21 

4.18 

4.15 

4.11 

4.08 

4.04 

4.01 

3.97 

3.94 

3.90 

KADII  OF  GYRATION  FOR  SQUARE 
COLUMNS. 


A  cross 
che.s. 

Thickness  in  Inches  Vary  ing  by  Tenths. 

§1 

.1 

.2 

.3 

.4 

.5 

.6 

.7 

.8 

.9 

1.0 

C 

Corresponding  Radius  of  Gyration  in  Indies. 

2 
3 
4 
5 
6 
7 
8 
9 
10 
11 
12 

.78 
1.18 
1.59 
2.00 
2.41 
2.82 
3.23 
3.63 
4.04 
4.45 
4.86 

.74 
1.14 
1.55 
1.96 
2.37 
2.78 
3.19 
3.59 
4.00 
4.41 
4.82 

.71 
1.11 
1.51 
1.92 
2.33 
2.74 
3.15 
3.55 
3.96 
4.37 
4.78 

.68 
1.08 
1.47 
1.89 
2.29 
2.70 
3.11 
3.51 
3.92 
4.33 
4.74 

.65 
1.04 
1.44 
1.85 
2.25 
2.66 
3.07 
3.48 
3.88 
4.29 
4.70 

.63 
1.01 
1.41 
1.81 
2.21 
2.62 
3.03 
3.44 
3.84 
4.25 
4.66 

.61 
.98 
1.38 
1.78 
2.18 
2.58 
2.99 
3.40 
3.80 
4.21 
4.62 

.59 
.96 
1.35 
1.75 
2.15 
2.55 
2.96 
3.36 
3.77 
4.17 
4.58 

.58 
.93 
1.32 
1.71 
2.11 
2.51 
2.92 
3.32 
3.73 
4.13 
4.54 

.58 
.91 
1.29 
1.68 
2.08 
2.48 
2.89 
3.29 
3.70 
4.10 
4.51 

208 


IRON  COLU.MN:: 


IKON  COLUMNS.— No.  22. 
ROUND  Section. 

GREATEST  SAFE  LOADS  IN  POUNDS  PER  SQUARE  INCH  OF  SECTION. 

By  this  table  for  the  same  ratios  of  ~  the  safe  loads  are  increased  10  per 
cent,  over  the  results  obtained  for  previous  tables,  as  given  in  table  No.  2. 


Condi- 
tion of 
Ends. 


LENGTH  IN  FEET. 


10      12      14  16 


18 


Fixed.  16000  15800 15660  15220  14330 13350  12640 12040  11470 
Flat.  16000  15800  15660  15220  14330  13350  12640  12040  11470 
Hinged.  16000  15800  15660  14680  13700  12670  12000  11250  10840 
liound.  16000  15800 15660  13940 12840 11660 10890  9950  9200 

Fixed.  16000  15800  15660  14630  13490  12640  11940  11280  10640 
Flat.  16000  15800  15660  14630  13490  12640  11940  11280  10640 
Hinged.  16000  15800  15160  14030  12810  12000  11140  10450  9750 
Kound.  16000  15400  14470  13200  11820  10890  9820  8960  8170 


xed.  16000  15500 14770  13490  12440 11570 10730 
Flat.  15800  15300  14770  13490  12440 11570 10730 
Hinged.  Iv5600  14800  14190  12810  11680  10740  9850 
Round.  ,1560014600133801182010480  9330,  8280, 

I'll        i  I  I 

Fixed.  1540015220  13490  1214011000  9940  9050 

Flat.     1540015220134901214011000  9940  9040 

Hinged.  15200  14680  12810  11360  10150  8970  7960 

Round.  14800139401182010080  8600,  7330.  6220' 


Fixed.  14900144701254011090 
Hat.  14900  14470  12540  11090 
Hinged.  14400  13870  11790  10250 
Round.  144001302010620,  8720 


9850  8840'  8150' 

9850  8820  8060 

8880  7660  6710 

7230  5790  4880| 


9940  9200 
9940  9200 
8970  8170 
7330|  6460 

I 

8440!  7860 
8400  7650 
7110  6310 
5310  4490 

7460  6740 
7260  6270 


Fixed.   14600  1349011570  9940  8740  7860  7040 

Flat.      14600  1349011570  9940  8710  7650,  6560 

Hinged.  13800  12810 10740  8970  7520  6310  5240 

Round.  ,13200 11820,  9330,  7330  5750  4490  3460 


5920 
4130 

6190 
5640 
4290 
2580 


I 


Fixeo.  1522012140 
Flat.  1522012140 
Hinged.  14680  11360 
Round.  ,13940  10080 

i  ' 

Fixed.  113490,  9850 

Flat.      13490;  9850 

Hinged.  12810  8880 

Round.  11820,  7230 


9940  8440'  7330  6190  5110 

9940  8400  6880  5640  4400 

8970'  7110  5560  4290  2990 

7330  5310|  3780  2580  1720 

7820  614o'  4510  3230  2290 

7590  5580  3770  2720  2000 

6240  4220  2420  1570,  1100 

4430  2540  1390  890  600 


4920 
3150 

5400 
4680 
3260 
1880 


4130  3300 

3440  2780 

2160  1600 

1230  900 

1760  1300 

1400  990 


790 
400' 


600 
300 


IRON  COLUMNS. 


209 


IKON  COLUMNS.— No.  22. 
Round  Section. 

GREATEST  SAFE  LOADS  IN   POUNDS  PER  SQUARE  INCH  OF  SECTION. 

Tlie  calculations  are  based  on  the  thicknesses  and  radii  of  gyration  marked 
under  the  diameters  on  marginal  columns.   See  description. 


LENGTH  IN  FEET, 


20     22     24      26  I  28     30     32  34 


10910 10370 
10910  10370 

10050  9460 

8490  7850 

10020  9430 

10020  9430 

9070  8430 

7430  6740 

8740  8290 

8710  8250 

7520  6900 

5750  5090 

7330  6740 

6880  6270 

5560  4920 

3780  3150 

6100  5440 

5530  4730 

4160  3310 

2490  1900 

4580  3880 

3850  3210 

2470  2000 

1440  1100 

2650  2100 

2270  1850 

1250  1000 

700  580 


36 


Condv- 

Hon  of 
Ends. 


Size  of 
Outer 
Diameter. 


1040 

680 
400 
200 


800| 
470 
300' 
100 


9850 

9350 

8990 

8640 

8340 

8050 

7770 

Fixed. 

12  ins. 

9850 

9350 

8980 

8610 

8290 

7930 

7520 

Flat. 

Diameter. 

8880 

8330 

7880 

7390 

6970 

6570 

6180 

Hinged, 

1''  thick. 

7230 

6640 

6030 

5610 

5150 

4750 

4370 

Round. 

R  —  3.94 

8990 

8620 

8250 

7910 

7600 

7280 

6940 

Fixed. 

10  ins. 

8980 

8610 

8190 

7720 

7260 

6830 

6460 

Flat. 

Diameter. 

7880 

7390 

6840 

6380 

5930 

55]  0 

5130 

Hinged. 

\"  thick. 

6030 

5610 

5010 

4560 

4130 

3730 

3350 

Round. 

R  =  3.37 

7860 

7460 

7040 

6610 

6190 

5790 

5400 

Fixed. 

8  ins. 

7650 

7070 

6560 

6110 

5640 

5140 

4680 

Flat. 

Diameter. 

6310 

5920 

5240 

4780 

4290 

3750 

3260 

Hinged. 

\"  thick. 

4490 

3960 

3460 

3000 

2580 

2210 

1880 

Round. 

R  =  2.66 

6190 

5660 

5110 

4580 

4130 

3700 

3300 

Fixed. 

6  ins. 

5640 

4990 

4400 

3850 

3440 

3080 

2780 

Flat. 

Diameter. 

4290 

3580 

2990 

2470 

2160 

1880 

1600 

Hinged. 

I"  thick. 

2580 

2090 

1720 

1440 

1230 

1040 

900 

Round. 

R  =  2.00 

4760 

4210 

3670 

3160 

2790 

2400 

2100 

Fixed. 

5  ins. 

4020 

3500 

3050 

2680 

2380 

2100 

1870 

Flat. 

Diameter. 

2640 

2220 

1850 

1540 

1300 

1100 

1000 

Hinged. 

1"  thick. 

1520 

1260 

1030 

860 

750 

600 

580 

Round. 

i2  =  1.64 

3260 

2770 

2300 

2000 

1780 

1560 

1360 

Fixed. 

4  ins. 

2750 

2370 

2000 

1740 

1470 

1220 

1010 

Flat. 

Diameter. 

1590 

1300 

1100 

900 

800 

690 

610  Hinged. 

\"  thick. 

900 

740 

600 

500 

450 

380 

330 

Round. 

R  =  1.33 

1790 

1500 

1240 

1070 

910 

770 

Fixed. 

3  ins. 

1480 

1150 

910 

710 

530 

440 

Flat. 

Diameter. 

800 

670 

560 

460 

350 

280 

Hinged. 

thick. 

450 

370 

290 

250 

200 

170 

Round. 

R  =  1.00 

Fixed. 

2  ins. 

Flat. 

Diameter. 

Hinged. 

thick. 

Round. 

R—  .66 

210 


STEEL  COLUMNS. 


STEEL.  COLUMNS.— No.  33. 

ROUND  SECTION. 

GREATEST  SAFE  LOADS  IN  POUNDS  PER  SQUARE  I NCH  OF  SECTION  FOR 
MEDIUM  STEEL. 

By  this  table  for  the  same  ratios  of  —  the  safe  loads  are  increased  10  per 
cent,  over  the  results  obtained  for  previous  tables,  as  given  in  table  No.  4. 


Size  of 
Outer 
Diameter. 


12  ins. 
Diameter. 
I"  thick. 
R  =  3.94 

10  ins. 
Diameter. 
\"  thick. 
i2  =  3.37 

8  ins. 
Diameter. 
I"  thick. 
R  —  2.66 

6  ins. 
Diameter. 
I"  thick. 
R  —  2.00 

5  ins. 
Diameter. 
I"  thick. 
R  —  1.64 

4  ins. 
Diameter. 
I"  thick. 
R  —  1.33 

3  ins. 
Diameter. 
^"  thick. 
R  —  1.00 

2  ins. 
Diameter. 
I"  thick. 
R=  .66 


Condi- 
tion of 
Ends. 


LENGTH  IN  FEET. 


10      12      14  :  16  18 


Fixed.  23000  23000  23000  21200  16900  15000  14600  13900  13400 
Flat.  23000  23000  23000  21200  16900  15000  14600  13900  13400 
Hinged.  23000  23000  23000  20500  16300  14300  13700  13000  12400 
Round.  23000  23000  23000 19500  15200  13000  12300  11500 10700 


Fixed. 
Flat. 
Hinged 
Round. 

Fixed. 
Flat. 
Hinged. 
Round. 


23000  23000  23000  18400  15700 14600  13900  13100  12500 
23000  23000  23000  18400  15700  14600  13900  13100  12500 
23000  23000  22600 17700  15000 13700 12900  12200 11400 
,23000  23000  21600  16600 13700  12300  11300 10400  9700 

23000  23000  21000  15700  14400  13300  12900 11900  11000 
23000  23000  21000  15700  14400  13300  12900 11900  11000 
23000  23000 18400  13600  12300  12300 11900 10800,  9800 
23000  23000  17300  12500110001060010000  8900|  7800 


I 


Fixed.  23000  21230  1580014100  1290011700  107001  9700  9000 
Flat.  23000  21230  15800  14100  1290011700  10700  ;  9700i  8700 
Hinged.  23000  20500  15000  13100  11900  10600  9400  8200  7200 
Round.  23000  19500  13700  11600  10000  8600,  73001  6100;  5100 

I        I  I 

Fixed.  23000  16900  14500  13100  11900  103001  9300  8500  7600 
Flat.  23000  16900  14500  13100  11900  10300!  9200  8100  7000 
Hinged.  21500  16300  13600  12100  10800  9000  7600  6000,  5500 
Round.  20500  15200  12200  9400  8900  6900  5600  4500'  3500 


Fixed.  23000  15700  135001170010200  9000  8000  6800 

Flat.     23000  15700  135001170010200  8700  7400  6200 

Hinged.  21000  15000  12500  10600  8800  7200  5900  4700 

Round.  20500  12500  10300  8600  6700  5100  3900  2900 


5900 
5100 
3577 
2100 


Fixed.  j21200  14000 11700  9700  8300  6800  5600  4300  3300 

Flat.     '21200  1400011700  9700  7900  6200  4800  3600  2800 

Hinged.  20500 11900  10600  8200  6300  4700  3300  2200  1600 

Round.  1950011600  8600  6100  4300  2900  1900  1300  900 

Fixed.  1570011600  8900  6800  4800  3200  2300  1800  1300 

Flat.     1570011600  8700  6200  4000  2700  2000  1400  1000 

Hinged.  15000  10500  7100  4700  2600  1600  1100  900  600 

Round.  13700  850C  5100  2800  1600  900  600  400  300 


STEEL  COLUMNS. 


211 


STEEL  COLUMNS.— No.  23. 
Round  Section. 

GREATEST  SAFE  LOADS  IN   POUNDS  PER  SQUARE  INCH  OF  SECTION  FOR 
MEDIUM  STEEL. 

The  calculations  are  based  on  the  thicknesses  and  radii  of  gyration  marked 
under  the  diameters  on  marginal  columns.   See  description. 


LENGTH  IN  FEET. 


20     22     24     26     28     30     32     34  36 


Condi- 
tion of 
Ends. 


128001220011600110001060010100  9600  9200  8900  Fixed. 
128001220011600110001060010100  9600  9000  8600  Flat. 


11800  11100 
9900  9200 

10500 
8500 

9800 
7800 

9300 
7200 

8800 
6600 

8100 
6000 

11800  11000 
11800  11000 
10600  9800 
8700  7800 

10600  10200 
10600  10200 
9300  8800 
6600  6700 

9400 
9300 
7800 
5700 

9000 
8800 
6600 
4700 

8800 
8500 
7000 
5000 

10200 
10200 
8800 
6700 

9400 
9400 
7800 
5700 

9000 
8700 
7200 
5100 

8500 
8100 
6600 
4100 

8000 
7400 
5900 
3600 

7400 
6800 
5300 
3400 

6800 
6200 
4700 
2900 

8300 
7900 
6300 
4300 

7600 
7000 
5500 
3500 

6800 
6200 
4700 
2900 

6200 
5500 
3900 
2300 

5600 
4800 
3300 
1900 

4900 
4100 
2600 
1600 

4300 
3600 
2200 
1300 

6700 
6100 
4600 
2800 

6000 
5200 
3600 
2100 

5100 
4300 
2800 
1700 

4400 
3600 
2300 
1300 

3700 
3100 
1900 
1100 

3500 
2700 
1500 
900 

2800 
2400 
1300 
800 

4900 
4100 
2600 
1600 

4000 
3300 
2000 
1100 

3300 
2800 
1600 
900 

2800 
2400 
1300 
800 

2300 
2000 
1100 
600 

2000 
1800 
900 
500 

2700 
2300 
1300 
700 

2100 
1900 
1000 
600 

1800 
1500 
800 
500 

1500 
1200 
700 
400 

1100 
700 
400 
200 

800 
500 
300 
100 

5700 


6100  Fixed. 
5300  Flat. 


2700  2100,Round. 


900  Round. 


700    600  Round. 


Fixed. 
Flat. 
Hinged. 
Round. 

Fixed. 
Flat. 
Hinged, 
Round. 

Fixed. 
Flat. 
Hinged. 
Round. 


Size  of 
Outer 
Diameter. 


13  ins. 
Diameter. 
I"  thick. 
R  —  3.94 

10  ins. 
Diameter. 

thick. 
R  =.  3.37 

8  ins. 
Diameter. 
^"  thick. 
R  =  2.66 

6  ins. 
Diameter. 
I"  thick. 
R  =z  2.00 

5  ins. 
Diameter. 

thick. 
R  =  1.6i 

4  ins. 
Diameter. 
I"  thick. 
R  =  1.33 

3  ins. 
Diameter. 
^V'  thick. 
i2r=  1.03 

2  ins. 
Diameter. 
I"  thick. 
i2=  .66 


212 


IRON  COLUMNS. 


IRON  COLLMXS.— Xo.  24. 
SQUARE  Section. 


GREATEST  SAFE  LOADS  IN   POUNDS  PER  SQUARE  INCH  OF  SECTION. 

By  this  table,  for  the  same  ratios  of  ~,  the  safe  loads  are  increased  5  p€r 
cent,  over  the  results  obtained  in  table  No.  2. 


Siz^  of 

Condi- 
tion of 
Ends. 

LEXGTH  IX  FEET. 

Column. 

2    !    4       6  8 

10 

12 

14 

16 

18 

2  ins. 
Diameter. 
I"  thick. 
F.—  .77 

Fixed. 
Flat. 
Hinged. 
Round. 

13540  10330  8160  6760 
13540  10330  8120  6320 
12940  9o00  6920  5060 
12100  8010  5210  3360 

5410 
4770 
3420 
2000 

4130 
3440 
2180 
1250 

3090 
2600 
1500 
850 

2300 
2000 
1100 
600 

1790 
1500 
800 
450 

3  ins.  Fixed. 
Diameter.  Flat. 

thick.  Hinged. 
Jl=l.lD  Round. 

149501216010330  8690 
14950  12160  10330  8680 
1448011460  9500  7660 
13810  10400  8010  6020 

7690 
7570 
6280 
4540 

6760 
6320 
5060 
3360 

5830 
5280 
3980 
2380 

4920 
4240 
2900 
1680 

4080 
3410 
2160 
1240 

4  ins. 
Diameter. 
I"  thick. 
i2  —  1.53 

Fixed. 
Flat. 
Hinged. 
Round. 

15270  13540  11690  10330 
15270  13540  11690 10330 
14620  12940  10940  9500 
13800  12100  9750  8010 

9010 
9010 
8050 
6440 

8150 
8110 
6920 
5210 

7420 
7180 
5900 
4180 

6720 
6220 
5010 
3310 

6040 
5540 
4260 
2590 

5  ins. 
Diameter. 
1"  thick. 
E  —  1.89 

Fixed. 
Flat. 
Hinged. 
Round. 

15450  14390  12610  11310  10250 
15450  14390  12610  11310 10250 
14800  1386011950  10540  9410 
142001312010960  9260  7910 

9170 
9170 
8220 
6630 

8400 
8370 
7260 
5460 

7780 
7700 
6400 
4660 

7260 
6930 
5660 
3950 

6  ins.     Fixed.   15640  14950  13540  1216011220  10330  9410  8690  8160 

Diameter.  Flat.     15640  14950  13540  1216011220  10330  9410  8680  8120 

f  thick.    Hinged.  15100  14480  12940  11460  10450  9500  8480  7660  6920 

i2  =  2.30  Round.  14700  13820  12100  10390  9150  8010  6910  6020  5210 


8  ins.  Fixed.   15990  1526014670  13540  12480116901095010250  9650 

Diameter.  Flat.      15990  15260  14670  13540  12480  11690  10950  10250  9650 

^"  thick.  Hinged.  15300  14800  17170  12940  11800  10940  10160  9410  8750 

^-3.07  Round.  15100  14200  13440  12100  10800  9750  8790  8010  7190 

10  ins.  Fixed.   16000  15260145701438013540  12750  120601140010860 

Diameter.  Flat.      16000  15260  14570  14380  13540  12750  12060 11400 10860 

}i"  thick.  Hinged.  16000  15260  14170  13860  12940  12090  11360  10640  10070 

i2r=3.S7  Round.  16000  15100  14170  13120  1210011130  10270  9380  8670 

18  ins.  Fixed.   16000  15600  15150  14950  14250  13420  12750  1214011690 

Diameter.  Flat.      16000  15600  15150  14950  14250  13420  12750  12140  11690 

I"  thick.  Hinged.  16000  15300  14650  14480  13700  12800  12090  11460  10940 

R-A.bb  Round.  16000  15100  14250  13820  129501193011130  10400  9750 


IRON  COLUMNS. 


213 


IRON  COLUMNS.— No.  24. 
SQUARE  Section. 

GRCATEST  SAFE  LOADS  IN   POUNDS  PER  SQUARE  INCH  OF  SECTION. 

The  calculations  are  based  on  the  thicknesses  and  radii  of  gyration  marked 
under  the  diameters  in  marginal  columns.   See  previous  description. 


LENGTH  IN  FEET. 


20     22     24  26 


1440  1120 

1100  810 

640  490 

360  260 


930 
580 

380 
210; 


760 
430 
270 
170i 


28 


30 


I 


32 


34 


3380'  2770^  2290'  1900^  1660  14301  1210  1060 

2800  2360  2000  1670  1370  1090    880  710 

1690  1300  1090  900  750    630    550  450 

900,    700    600,  500  400|    360!    290  240 


5370'  46^0  4080  3540'  3020;  2650  2250,  1960  1770  Fixed. 
4710  3980  3410  2940  2560'  2270  1980  1700  1500  Flat. 


36 


910 

560 


Condi-  ^.  , 
Hon  of  «  V 

Ends.  Oolurnn. 


Fixed. 
Flat. 
Hinged. 
Round. 


Fixed. 
Flat. 
370  Hinged, 
210  Round. 


3370  26j0  2160  1800  1470  1260  1080  900 
1950  1530  1200  1000    830    70o!    600  500 


800  Hinged, 
400  Round. 


6670  6130  5580  5020  4500  4020  3570  31501  2790  Fixed. 
6230  5650  49^0  4340  3800  3350  2900  2660  2370!Flat. 


4960  4370  3630  2990  2480  2120  1800  1540 
3460  2680  2140  1720  1440  1210  1000  870 


1330iHinged. 
760'  Round. 


7690  7210  6760  6310'  5830  5410  4920  45001  4080  Fixed. 

7570  6880  6320  5840  5280  4770  4240  3800  3410' Flat. 

6280  5610  5060  4570  3980,  3420  2900  2480  2160  Hinged. 

4540  3900  3360i  2870^  2380  2000|  1800  1440  1240  Round, 

9010  8550  8160  7820  7470  7130|  676o!  639o'  6040  Fixed. 

9010  8530  8120  7760  7250  6750  6320  5930  5540  Flat. 

8050  7450  6920;  6470  5960'  5480  5060^  4660  4260  Hinged. 

6430  5690  5210,  4730;  4230  3780;  3360  2960,  2590  Round. 


10330  9820  9320  8790  8490'  8200  7920  7640  7340  Fixed. 

10330  9820  9320  8790  8470  8170  7870  7500  7060  Flat. 

9500  8940  8400  7800  7390!  6980  6590  6220  5780  Hinged. 

8010  7390.  6810  6170  5620  5280  4860  4480  4060  Round. 

I     I     :  i  1 

111301068010250  9730;  9320;  8920  8640  8350  8110  Fixed. 

111301068010250  9730  9320|  8920  8630  8320  8060  Flat. 

10350  9880  9410  8840  8400  7960  7600  7180  6860  Hinged. 

9030  8440  7910  7300  6810,  6340,  5940  5490  5130  Round. 

I        1        I        I        i  I 


2  ins. 

Diameter. 

thick. 
B—  .77 

3  ins. 
Diameter, 
j^g"  thick. 

Ii=z  1.15 

4  ins. 

Diameter. 

thick. 
B  —  1.53 

5  ins. 
Diameter, 
i"  thick. 

B  =  1.89 

6  ins. 
Diameter. 
3"  thick. 

B  —  2.30 

8  ins. 
Diameter. 

thick. 
B  =  3.07 

10  ins. 
Diameter. 
V  thick. 
B  —  3.87 

12  ins. 
Diameter. 
\"  thick. 
B  —  4.55 


214 


STEEL  COLUMNS. 


STEEL  COLUMNS.— No.  25. 
SQUARE  Section. 

GREATEST  SAFE  LOADS  IN   POUNDS  PER  SQUARE  I NCH  OF  SECTION  FOR 
MEDIUM^STEEL. 

By  this  table,  for  the  same  ratios  of  the  safe  loads  are  increased  5  per 
cent,  over  the  results  obtained  in  table  No.  4. 


Condi- 
tion of 
Ends. 


Fixed. 
Flat. 
Hinged 
Round. 

Fixed. 
Flat. 
Hinged. 
Round. 

Fixed. 
Flat. 
Hinged. 
Round. 

Fixed. 
Flat. 
Hinged. 
Round. 

Fixed. 
Mat. 
Hinged. 
Round. 

Fixed. 
Flat. 
Hinged. 
Round. 


LENGTH  IN  FEET. 


10 


12 


14 


16 


16000  12100  9400'  7700  6000  4300  3100  2300 

1600012100  9400  7200  5300  3600  2600  2000 

1530011100  8000  5700  3800  2300  1500  1100 

14300  9400  6000  3800  2200  1300  900;  600 


18 

1800 
1500 
800 
500 


22300140001210010300  8800  7700  6400!  5400!  4300 

2230014000  1210010300  8600  7200  5800'  4600  3600 

22300,1320011100  9100  7200  5700  4400  3000  2300 

2130011900  9400  7100  5200  3700i  2600  1800  1300 


23000  16000  13500  1200010500  9400;  8500 

23000  16000  13500  1200010500  9400  8200 

22700153001310011000  9300  8000  6700 

217001430011800  9200'  7400  60001  4800 


7700 
7200 
5700 
3800 


6700 
6100 
4700 
2900 


2300018900  14400  131001200010500  9800  9100  8300 

2300018900  14400  131001200010500  9800  8800  7900 

23000;i8200  13500  11900  11000  9300  8500  7300  6500 

23000jl7200|12400  l0700  9200^  7400^  6500  5300  4400 

23000*22300  16000  14000  13000 12000 11100 10300  9400 
23000  22300 16000  14000 13000 12000 11100 10300  9400 
23000:223001530013200121001100010000  9100  8000 
23000  21300143001190010600  9200  8100  7100  6000 

I      i      I      !      I  I 

23000  23000  20900  16000 14400  13500 12800  12000 11300 
23000  23000  20900  16000  14400 13500  12800 12000  11300 
23000  22700  20200  15300  13700  12600 11800 11000 10200 
23000:217001930014300  124001120010200  9200i  8300 


Fixed.  23000  23000  23000  19600  16000 14800 13900 13200 12700 
Flat.  23000  23000  23000  19600  16000  14800  13900 13200  12700 
Hinged.  23000  23000  22300  18900  15300  13800 13100 12300  11700 
Round.  i23000  22100  21300  17900 13600  12300  11200 10800  10100 

Fixed.  23000,23000  23000  22300 18900 1580o' 1480014000 13500 
Flat.  '23000  23000  23000  22300 18900  15800 14800 14000  13500 
Hinged.  23000  22300  22300  21600  18200  15100 14100  13200  12600 
Round.  123000  22300  21700  20600 17200  14000 12900  11900 11200 

I        I        I        i        )        I        I  I 


STEEL  COLUMNS. 


215 


STEEL  COLUMNS.— No.  25. 
Square  Section. 

GREATEST  SAFE   LOADS  IN   POUNDS  PER  SQUARE  INCH  OF  SECTION  FOR 
MEDIUM  STEEL. 

The  calculations  are  based  on  the  thicknesses  and  radii  of  gyration  marked 
under  the  diameters  in  marginal  columns.   See  previous  description. 


LENGTH  IN  FEET, 


20     22     24     26     28   '  30     32  34 


3400  2800  2300  1900  1700 

2800  2400  2000  1700  1400 

1700  1300  1100  900  700 

900  700  600  500  400 


5900  5100  4200  3800  3000  2700  2300  2000 

4900  4100  3500  3100  2600  2300  2000  1700 

3500  2900  2200  1900  1500  1300  1100  900 

2000  1700  1200  1100  800  700  600  500 


36 


Condi- 
tion of 
Ends. 


Fixed. 
Flat. 
Hinged. 
Round. 

Fixed. 
Flat. 
Hinged. 
Round. 


1800  Fixed.       4  ins. 

1500  Flat.  Diameter. 
800  Hinged.  \"  thick 
400  Round.    R  =  \m 


Size  of 
Column. 


2  ins. 
Diameter. 
4"  thick. 

11=  .77 

3  ins. 
Diameter. 
i^g'Mhick. 

72=  1.15 


7500  6700  6200  5500  4800  4200 

7000  6200  5500  4700  4000  3600 

5600  4800  4000  3300  2600  2200 

3700  2900  2400  1900  1500  1300 

8800  8200  7700  7000  6400  5900 

8600  7800  7200  6500  5800  5200 

7200  6400  5700  5000  4400  3700 

5200  4400  3800  3200  2600  2148 


10700 10000 
10700 10000 
9500  8800 
7600  6500 

12100 11500 
12100  11500 
11200  10500 
9800  8700 


9400  8900 
9400  8800 
8000  7300 
6000  5300, 
I  I 
11000  10400 
11000  10400 
9900  9200 
8000  7300 


8500 
8300 
6800 
,  4800, 

1 

10000 
10000 
8300 
6400 


8100 
7700 
6300 
4300 

9500 
9500 
8100 
6114 


3600  3200 

2900  2700 

1800  1600 

1000  900 

5400  4800 

4600  4100 

3200  2700 

1800  1600 

7800  7200 

7400  6600 

5900  4200 

4000  3300 

I 

9100  8700 

9000  8500 

7500  7400 

5600  5000 


2800  Fixed. 
2500  Flat. 
1500  Hinged. 
800i  Round. 


5  ins. 
Diameter. 
I"  thick. 
B  =  1.89 


4300  Fixed.       6  ins. 

3600  Flat.  Diameter. 
2300  Hinged,  thick. 

1300|Round.  H  =  2.30 

6900  Fixed.       8  ins. 
6100  Flat.  Diameter. 
4700  Hinged.  ^"  thick. 
2900,Round.    H  =  3.07 


8400  Fixed.      10  ins. 
8100  Flat.     ;  Diameter. 
6600  Hinged. thick. 
3400  Round.   E  —  3.87 


1290012500  1200011400110001060010200  9700  9400  Fixed.      12  ins. 

12900125001200011400110001060010200  9700  9300  Flat.  Diameter. 

12000115001100010400  9900  9400  9000  8400  7900  Hinged,  i"  thick. 

10400  9800  9200  8600  7700  7500  7000  6400  5900  Round,  i  B  =  4.55 


216 


TRUSSED  GIRDERS. 


STRESSES  IN  SOME  SIMPLE  FORMS  OF 
FRAMED  STRUCTURES. 

Compression  indicated  by  the  sign  —  and  by  solid  lines. 
Tension  by  the  sign  +  and  by  dotted  lines. 

When  the  prefix  " stress'^  is  used,  the  load  borne  by  the 
member  is  indicated ;  otherwise  the  length  of  the  member 
is  meant. 

Cranes. 

Supported  at  the  points  A  and  B,  maximum  longitudinal 
stresses,  due  to  weight  W,  suspended  at  the  end.  These 
stresses  are  modified  by  the  position  of  the  hoisting  chain. 


A  C  A  0  C 


D  is  the  point  where  a  line  drawn  from  C  at  right  angles 
to  A  B  will  intersect  the  latter. 

Stress  AC=  +  4^XW      Stress  ^  C=  ^  X  TT 
A  B  AB 

"    ^  J5  =  — 4^XT7inFig.2,or  =  +  4^  XTFin  Fig.  3. 

When  point  A  is  supported  by  inclined  back  stays  as 
shown  in  Fig.  1,  and  when  the  back  stay  is  in  the  plane  of 
A  B  and  TF. 

Stress  .4  ^=.  +  ^^XTFX^, 
and  a  resulting  compression  ensues  on 


AB  = 


TRUSSt:D  GIRDERS.  217 

Cranes. 

Stress  CD  =  —^^XW 
\  FIG.  4  AD 

Ef—  "     A  C=  +  i-^X  W 

I  AD 

^  D  =  — stress  7)  C. 

3X  Let  10  =  the  horizontal  reaction  at  B 

stress  B  E=  +         X  w 

<^     A  E=  +  ^-f  X  (stress  C  D  —  w) 


A  C 
AB 


^Jand  Rare  points  where 
.  Hnes  drawn  from  D  intersect 
^  at  right  angles  A  Cand  A  B. 
X,  Y  and  Z  are  the  angles 
formed  by  extending  the 
braces  C  D  and  B  1)  as  indi- 
cated by  dotted  lines,  iv  = 
the  horizontal  reaction  at  B 


X  W. 


Stress  A  C=+^X  W.    Stress  CD  = 


^5  =  +  g|x.. 


B  D  =  — 


A  D  =  —  stress  C  T)  X  .r?  ^— ^ 
Sine  X 

or  =  —  stress  B  I)  X 

Sine  z 


B  D 
Hi) 


X 


X  w 


218 


TRUSSED  GIRDERS. 


Trussed  Girders. 
Weight  in  Middle. 
FIG.  6  Stress  A  C  or 


4  0  W 


D  C=—  W 


Weight  out  of  Centre. 


® 


FIG.  7 


Stress.4C=  +  ^4$§^X]r 
Stress^  5=-^J^.XTr 


Equal  Loads  W.  W. 


FIG.  8 

(w)  (w) 


N 

B 

S 

N 

N 

N 

/ 

/ 

stress  A  ff  or  DE=+^X  W 


Stress  ^JT  or  CE  =  —W 


FIG.  9 

®  ® 


Unequal  Loads  W  and  w. 

Stress  as  below  on  counter 


c  7 

/ 

to  position  of  greatest  load. 


FIG.  10 

©  ®  ® 


TRUSSED  GIRDERS. 

Stress  Ji  For  J)  JI  = 


219 


B 

F 


CG  =  —  2  W 


G 


CO 


Stress  A  For  IT  E=  +  U  W  X 
^'     FGoY  H  a  =  +  W  X 


A^ 
FB 

A  G 


FC  or  CH=  +  ^\  ~^ 


CO 

AG 
CG 


Roofs. 

w  =  load  concentrated  on  each  triangular  apex. 

Strut  Stre,'^sfs. 


0  FIG.  11 


Stress  1)  F=  —  w 


"  f:f= 


w  CII 


X  7T 


CB 


Strefisrs  on  Ties. 
Stress  F  G  =  +  ].}?/•  x 

A  F=  +  2.]  yr-  X 

Ci<^  =  +  liu'X 


B  n 

B  C 

CG 
EC 


Rafter  Stresses. 
Stress  C  E  =  —  2  w  x 


CH 
C  B 

CH 
C  B 


220  STRESSES  IN  FRAMED  STRUCTURES. 


Roofs. 

w  =  load  concentrated  on  each  triangular  apex. 


®  ^    FIG.  12  Strut  Stresses. 

"  . ®  StYessHIorKL=  —  wX^ 

CB 


DB 


Stress  KB 


Rafter  Stresses. 

w_  CB-> 
2  ^  CD 


f7  w  (JB-\ 
~y  2  ^  CDJ 

ri  w  ^  CB        ^  CD-\ 


Stresses  on  Ties. 
stress  G  7orOZ  =  + -I  X  g|  x  g| 

«  n  T        I  S  v  ^  D  B  ^  C  B  - 

E  L  =  the  sum  of  the  stresses  on  F  E  and  7. 
"    L  B  =  the  sum  of  the  stresses  on  E  L  and  6*  X. 


STRESSES  IN  FRAMED  STRUCTURES. 


221 


Roofs. 

?/'  =  load  concentrated  on  each  triangular  apex. 

The  rafters  and  horizontal  tie  being  each  uniformly  sub- 
divided. 

Strut  Stresses. 
^    FIG.  13    Stress  F II  =  — |-X  ^ 


Vertical  Ties, 

Stress  EII=  -\-~ .  Stress  D  I=  +  w.  Stress  CB  =  +  ^w. 


Rafter  Stresses, 
Stress  CI)  =  —  2  w  X 

"     DE  — —  2^10  X 
E  F  =  —'^  w  X 
"     FA=  —  SiivX 
Horizontal  Tie. 
B  C 


C  A 
CB 
CA 
CB 
CA. 
CB 
CA 
CB 


Stress  at  ^  =  4-  2  w  X 


(B  I  \ 
stress  D  B  X  jfjj  j 

"    HA==+     "   IH+  (   «  FHX—p'j 


222 


IRON  AND  STEEL  SHAFTING. 


SHAFTING  OF  WROUGHT  IRON  OR  STEEL. 

The  resistance  to  shearing  averages  about  j%  of  the 
tensile  strength,  i.  e.,  about  40,000  lbs.  for  wrought  iron, 
or  50,000  lbs.  for  soft  steel,  per  square  inch  of  section. 
The  torsional  resistance  of  any  shaft  can  be  determined 
when  the  shearing  resistance  is  known  ;  thus 

T=  .196  cPs  for  round  shafts,  (a) 
T=  .28  (Ps  for  square  shafts.  (6) 
d  =  diameter  of  the  shaft  in  inches. 
s  =  shearing  strength  in  pounds  per  square  inch. 
T  =  the  torsional  moment  in  inch-pounds  ;  that  is,  the  force 

in  pounds  multiplied  by  the  length  in  inches  of  the 

lever  through  which  the  force  acts. 
Taking  s  at  40,000  and  50,000  lbs.,  respectively  for  iron 
and  steel,  and  assuming  that  in  machinery  the  working 
value  should  be  between  one-fourth  and  one-fifth  of  the 
ultimate  strength — adopting  the  mean — makes  the  working 
resistance  to  shearing  9,000  lbs.  per  square  inch  for  iron, 
and  11,200  lbs.  per  square  inch  for  steel.  Putting  this  in 
terms  of  the  torsional  moment  and  diameter,  we  derive  from 
equations  a  and  b 


1760     for  round  iron  shafts, 

(c) 

T  = 

2200  #  for  round  steel  shafts. 

(d) 

T  = 

2520  d^  for  square  iron  shafts. 

(e) 

T  = 

3150  d^  for  square  steel  shafts, 

(/•) 

d  = 

i  /         for  round  iron  shafts, 
\  1760 

(?) 

d  = 

3  /'  T 

\  99QQ       1'01-^iid  steel  shafts. 

ih) 

d  = 

3  ■  T 

^/         for  square  iron  shafts, 
\  2520 

(i) 

d:= 

3  /  T 

\  /              square  steel  shafts, 
oloO 

{k) 

Example  1. — What  should  be  the  diameter  of  a  round 
wrought-iron  shaft  to  safely  resist  a  force  of  1,000  lbs.  acting 
through  a  lever  30  inches  long  ? 


IRON  AND  STEEL  SHAFTING. 


223 


'•^^^  ^/"^W"^  ~  "*^'^  inches  in  diameter. 

These  forinubo  apply  to  shafts  subject  to  twisting  strains 
alone.  In  practice,  however,  such  cases  seldom  occur,  as 
shafts  are  generally  subjected  to  combined  bending  and 
twisting  strains.  As  there  are  no  experimental  data  for 
such  a  combination  of  forces,  we  have  to  rely  on  analysis, 
which  gives  the  following  : 

ri  =  M  4-  v/  j/2  +  ii) 

}[  =  l)ending  moments  in  inch-pounds.    (See  page  126.) 
T  =  twisting  " 

ri  =  a  ncin  twisting  moment  which,  substituted  for  T  in 
equations  g  to  wdll  give  the  desired  proportions 
fo^'  the  shaft. 

In  revolving  shafts  the  longitudinal  stress  resulting  from 
the  bending  action  is  continually  changing  from  tension  to 
compression,  and  vice  versa. 

It  is  therefore  advisable,  for  reasons  given  on  page  39,  to 
increase  the  factor  of  safety  as  the  bending  stress  increases 
comparatively  to  the  torsional  stress. 

The  following  changes  in  factors  of  safety  are  recom- 
mended : 


Ratio  of  Mto  T. 

Factor  of  Safety. 

Divisor  in  Formulce. 
(g)  for  Iron.  \  (h)  for  Steel. 

.STor  less, 

4J 

1760 

2200 

3/=. or 

5 

1570 

1960 

5i 

1430 

1790 

Jf  =  greater  than  T, 

(5 

1310 

1640 

Example  2. — AVhat  should  be  the  diameter  of  the  journals 
of  a  wrought-iron  shaft  of  a  steam  engine,  the  piston  being 


224 


IRON  AND  STEEL  SHAFTING. 


12  inches  diameter,  crank  12  inches  long,  and  the  leverage 
from  centre  of  crank  to  journal  in  the  direction  of  the  shaft 
being  6  inches,  steam  pressure  80  lbs.  per  square  inch,  mak- 
ing pressure  on  crank  =  9,050  lbs.  ? 

T=  9,050  X  12  =  108,600  inch-lbs. 
J/=  9,050  X    6  =  54,300 


(J)         =  b\:m  +  v/54,3002  +  108,6002  =  175,720  inch-lbs. 

Substituting  the  above  in  equation  (^),  with  the  factor  of 
safety  as  explained  above, 

d  =  ^'/^^^  =  4.82  inches  diameter. 
\  1,0/0 

The  following  illustrates  a  case  where  the  bending  moment 
is  greater  than  the  twisting  moment : 

£'.rr/m/7/6' 3.— A  non-continuous  shaft  is  so  located  that  it 
must  have  its  bearings  84  inches  apart,  and  carry  in  the 
middle  a  60-inch  pulley  driven  by  a  12-inch  belt,  the  effec- 
tive weight  at  centre  of  shaft  =  600  lbs.,  and  the  belt  exer- 
cises a  vertical  pull  of  1,000  lbs.  What  is  the  proper  diameter 
of  the  shaft  ? 

a-000  +  60Q)X84  ^  ^^^^  ^^^^^  ^^^^ 

T  =  1,000  X  30  =  30,000  inch-lbs. 


(/)  r=  33,600  -f  V  33,600^  +  30,000-=  78,640  inch-lbs. 

As  J/ is  greater  than  T,  use  a  factor  of  safety  of  6,  which 
becomes  by  equation  (g) 


d='  i^Mi^  =  4.12  inches  diameter. 
\  1,310 

If  above  shaft  was  continuous  and  uniformly  loaded,  the 
bending  moment  would  be  less.  (See  Table  of  Bending 
Moments,  page  128.) 


IRON  AND  STEEL  SHAFTING. 


225 


HORSE-POWER. 


If  it  is  desired  to  tind  the  relations  between  horse-power 
and  diameters  of  shafts,  the  elements  of  time  and  velocity 
have  to  be  considered.    Taking  the  horse-power  HP  at 


or  in  terms  of  the  diameter  by  equation  (c)  we  get  for  iron 
shafts 


The  above  will  give  the  proper  diameter  of  a  shaft  for 
transmitting  any  desired  HP  W'hen  the  shaft  is  subjected  to 
twisting  stress  alone  ;  but  since,  as  previously  stated,  such  a 
case  seldom  occurs,  we  must  combine  the  bending  and 
twisting  stresses,  for  which  a  general  rule  will  be  given  at 
the  close  of  the  subject. 


As  the  deflection  of  steel  and  iron  is  practically  alike 
under  similar  conditions  of  dimensions  and  loads,  and  as 
shafting  is  usually  determined  by  its  transverse  stiffness 
rather  than  its  ultimate  strength,  it  follows  that  nearly  the 
same  dimensions  should  be  used  for  steel  that  are  found 
necessary  for  iron. 

For  continuous  line  shafting  used  for  transmitting  power 
in  shops,  factories,  etc.,  it  is  considered  good  practice  to  limit 
the  deflection  to  a  maximum  of  of  an  inch  per  foot  of 
length.  The  weight  of  bare  shafting  in  pounds  =  2.6  M=  W, 
or  when  as  fully  loaded  with  pulleys  as  is  customary  in 
practice,  and  allowing  40  lbs.  per  inch  of  width  for  the 
vertical  pull  of  the  belts,  experience  shows  the  load  in 
pounds  to  be  about  \^  W,    Taking  the  modulus  of 

transverse  elasticity  at  26,000,000  lbs.,  we  can  derive  from  the 
authoritative  formulae  the  following  ; 


396,000  inch-lbs.  per  minute,  we  have  HP  — 
where  ]'=  revolutions  per  minute. 


6.28  X  r  X 
396,000  ' 


DEFLECTION  OF  SHAFTING. 


226 


IRON  AND  STEEL  SHAFTING. 


I  =  f  873rP  for  bare  shafts,  (/Z 


/  =  f  VJbrp'  for  shafts  carrying  pulleys,  etc.,  (r) 

which  would  be  the  maximura  distance  in  feet  between 
bearings  for  continuous  shafting  subjected  to  bending  stress 
alone. 

If  the  length  is  fixed,  and  we  desire  the  diameter  of  the 
shaft,  we  have, 

d  =  •^/§73  foi'  bare  shafting.  {f^) 

rJ  =  "^YTo       shafting  carrying  pulleys,  etc.  (0 

To  apply  the  above  to  revolving  shafting  subjected  to  both 
twisting  and  bending  stress,  it  is  necessary  to  combine  equa- 
tions {}:>)  and  (r)  with  equation  (o). 

But  in  shafting,  with  the  same  transmission  of  power,  the 
torsional  stress  is  inversely  proportional  to  the  velocity  of 
rotation,  while  the  bending  stress  will  not  be  reduced  in  the 
same  ratio.  It  is,  therefore,  impossible  to  write  a  formula 
covering  the  whole  problem  and  suthciently  simple  for  prac- 
tical application,  but  the  following  rules  are  correct  within 
the  range  of  velocities  usual  in  practice. 

WORKING  FORMULiE  FOR  CONTINUOUS 
SHAFTING. 

For  the  diameter  {d)  in  inches,  and  the  maximum  length 
(/)  in  feet  between  bearings  of  steel  or  iron  shafting  so  pro- 
portioned as  to  deflect  not  more  than  of  an  inch  per  foot 
of  length,  allowance  being  made  for  the  weakening  efl'ect  of 
key  seats. 


=      — for  bare  shafts,  (n) 


d  =  ^ '  ^       for  shafts  carrying  pulleys,  etc.,  ('•) 

/  =  f  TWcF^  for  bare  shafts,  (f) 
/  =  f  noTf-  for  shafts  carrying  pulleys,  etc.,        (^>  ) 


IRON  AND  STEEL  SHAFTING. 


227 


In  the  event  of  the  whoU^  power  b(Mn<j:  received  on  a  prin- 
cipal shaft,  the  proper  size  of  the  shaft  can  be  estimated 
direct  by  formula  (/). 

Example  4. — A  principal  shaft  receiving  150 //P  from  the 
engine,  revolves  150  R.  P.  ]\[.,  and  is  continuous  over  bear- 
ings located  6  feet  apart,  the  centre  of  main  pulley  being  24 
inches  from  one  bearing  and  48  inches  from  the  other.  The 
effective  load  at  the  centre  of  the  pulley  resulting  from 
weight  of  pulley  and  shaft,  and  tension  of  belt,  is  1,500  lbs. 
What  should  be  the  diameter  of  the  shaft? 

Xotr. — Excepting  special  cases  which  rarely  occur  in  prac- 
tice, it  is  best  to  treat  such  shafts  as  non-continuous. 

By  Fig.  5,  page  127  w^e  have 

„     1,500  X  24  X  48  .  , 

^^=  ^  =  24,000  mch-lbs., 

and  by  formula  (???)  we  have 

^     63,000  X  150  .  . 

T=  =  63,000  mch-lbs., 

then  by  formula  (?)  w^e  have 

Ti=  124,000  -f  v/2470002+ 63,0002  =  92,290  inch-lbs., 
and  by  formula  (^7) 


3  /92;290_ 
'■  \  1 ,760  ~ 


74  inches. 


The  moment  of  resistance  of  round  shafts  for  bending  is 
one-half  of  the  resistance  for  twisting  strains. 

The  resistances  are  simply  and  accurately  expressed  thus : 

M  =  -J^  and  T  =       for  solid  shafts. 

O  1 

M=  and  T=  for  hollow  shafts. 

D  being  full  diameter  and  A  corresponding  area,  dis  inter- 
nal diameter  and  a  corresponding  area. 

BELTING. 

When  designing  shafting,  allow  for  the  tension  of  belting, 
50  lbs.  per  inch  of  width  for  single  leather  belt  or  its  equiva- 
lent, or  80  lbs.  per  inch  of  width  for  double  leather  belt,  or 
its  equivalent  of  other  material. 


228 


IRON  OR  STEEL  SHAFTING. 


WOKKING  PROPORTIONS  FOR 
CONTINUOUS  SHAFTING. 

IKON  OK  STEEL. 

Transmitting  power,  but  subject  to  no  bending  action  except  its  own  weight. 


eter  of 
oiidjt  in 
Inches. 

jyiaxinium 

Safe 
Torsional 
-Blonient  in 
Inch- 
Pounds. 

Revolutions  per  Minute. 

Maximum 
Distance 
in  Feet 
Between 
Bearings. 



100 

150 

2?.0 

250 

300 

HP 

HP 

HP 

HP 

HP 

5940 

1 

10 

14 

17 

20 

11.7 

1% 

7552 

9 

13 

17 

21 

26 

12.4 

1% 

9432 

11 

16 

21 

26 

32 

13.0 

11602 

13 

20 

26 

33 

40 

13.6 

2 

14080 

16 

24 

32 

40 

48 

14.2 

2^8 

16892 

19 

29 

38 

48 

58 

14.8 

2\ 

20048 

23 

34 

46 

57 

68 

15.4 

2% 

23580 

27 

.40 

54 

67 

80 

16.0 

2H2 

27500 

91 

o± 

ATI 

78 

16.5 

36603 

42 

62 

83 

102 

124 

17.6 

3 

47520 

54 

81 

108 

134 

162 

18.6 

60417 

69 

103 

137 

172 

206 

19.7 

31.2 

75460 

86 

129 

172 

215 

258 

20.7 

334 

92812 

105 

158 

211 

264 

316 

21.6 

4 

112640 

128 

192 

256 

320 

384 

22.6 

IRON  OR  STEEL  SHAFTING. 


229 


WORKING  PKOPORTIONS  FOR 
CONTINUOUS  SHAFTING. 

IRON  OR  STEEL. 

Transmitting  power,  and  subject  to  bending  action  of  pulleys,  belting,  etc. 


Diam- 
eter of 
Shaft  hi 
Inches. 

Maximum 

Safe 
Torsional 
Moment  in 
Inch- 
Pounds, 

lievolution^  per  Minute. 

Maximum 
Distance 
in  Feet 
Between 
Bearings. 

100 

150 

200 

250 

300 

HP 

HP 

HP 

HP 

HP 

5940 

7 

10 

12 

14 

ft  Q 
D.o 

7552 

6 

9 

12 

15 

18 

7.2 

in/ 

9432 

11 

15 

18 

22 

1.0 

11602 

9 

14 

19 

23 

28 

7.9 

2 

14080 

11 

17 

23 

28 

34 

o  o 

16892 

14 

21 

27 

34 

42 

8.6 

20048 

16 

24 

33 

41 

48 

8.9 

2% 

23580 

19 

29 

38 

48 

58 

9.2 

2\ 

27500 

22 

33 

45 

55 

66 

9.6 

36603 

24 

36 

48 

60 

72 

10.2 

3 

47520 

39 

58 

77 

96 

116 

10.8 

3^4 

60417 

49 

74 

98 

123 

148 

11.4 

3\ 

75460 

61 

92 

123 

153 

184 

12.0 

92812 

75 

113 

151 

188 

226 

12.5 

4 

112640 

91 

137 

183 

228 

274 

13.1 

230        MAXIMUM  BENDING  MOMENTS  ON  PINS. 


MAXIMUM  BENDING  MOMENTS  ON  PINS, 

With  Extreme  Fibre  Strains 
Varying  from  15,000  to  25,000  Pounds  per  Square  Inch. 


Diameter 
of  Pin  in 
Inches. 

Area  of 

Moments  in  Inch-Pounds  for  Fibre  Strains  of 

Pin  in 

Sq. 
Inches. 

15,000  lbs. 

per 
Sq.  Inch. 

18,000  lbs. 

per 
Sq.  Inch. 

20,000  lbs. 

per 
Sq.  Inch. 

22,500  lbs. 

per 
Sq,  Inch. 

25,000  lbs. 

per 
Sg.  Inch. 

1 

11/ 

1% 

0.785 

1.227 
1.485 

1470 
2100 
2880 
3830 

1770 
2520 
3450 
4590 

1960 
2800 
3830 
5100 

2210 
3140 
4310 
5740 

2450 
3500 
4790 
6380 

1^ 

15/ 

v\ 

1.767 

2.405 
2.761 

4970 
6320 
7890 
•9710 

5960 
7580 
9470 
11600 

6630 
8430 
10500 
12900 

7460 
9480 
11800 
14600 

8280 
10500 
13200 
16200 

2 

01/ 

2\ 
2% 

3.142 

0.04/ 

3.976 
4.430 

11800 
14100 
16800 
19700 

14100 
17000 
20100 
23700 

15700 
18800 
22400 
26300 

17700 
21200 
25200 
29600 

19600 
23600 
28000 
32900 

21/2 

2% 
2% 
2% 

4.909 
/II 9 

5.940 
6.492 

23000 
26600 
30600 
35000 

27600 
32000 
36800 
42000 

30700 
35500 
40800 
46700 

34500 
40000 
45900 
52500 

38400 
44400 
51000 
58300 

3 

3^8 
314 
3% 

7.069 

I.OIU 

8.296 
8.946 

39800 
44900 
50600 
56600 

47700 
53900 
60700 
67900 

53000 
59900 
67400 
75500 

59600 
67400 
75800 
84900 

66300 
74900 
84300 
94400 

CO  CO  CO  00 

9.621 

1  n  Q01 
iU.o^i 

11.045 

11.793 

63100 
70100 
77700 
85700 

75800 
84200 
93200 
102800 

84200 
93500 
103500 
114200 

94700 
105200 
116500 
128500 

105200 
116900 
129400 
142800 

4 

41/4 
4% 

12.566 

1  0  OUA 

1v3.od4 
14.186 
15.033 

94200 
103400 
113000 
123300 

113100 
124000 
135700 
148000 

125700 
137800 
150700 
164400 

141400 
155000 
169600 
185000 

157100 
172300 
188400 
205500 

41/2 
4% 
434 

47/8 

15.904 
16.800 
17.721 
18.665 

134200 
145700 
157800 
170600 

161000 
174800 
189400 
204700 

178900 
194300 
210400 
227500 

201300 
218500 
236700 
255900 

223700 
242800 
263000 
284400 

5 

5^8 

51/4 
5% 

19.635 
20.629 
21.648 
22.691 

184100 
198200 
213100 
228700 

220900 
237900 
255700 
274400 

245400 
264300 
284100 
304900 

276100 
297300 
319600 
343000 

306800 
330400 
355200 
381100 

5^2 

5% 
5% 
57/8 

23.758 
24.850 
25.967 
27.109 

245000 
262100 
280000 
298600 

294000 
314500 
335900 
358300 

326700 
349500 
373300 
398200 

367500 
393100 
419900 
447900 

408300 
436800 
466600 
497700 

MAXIMUM  BENDING  MOMENTS  ON  PINS.  231 


MAXIMUM  BENDING  MOMENTS  ON  PINS, 

With  Extreme  Fibre  Strains 
Varying  from  15,000  to  25,000  Pounds  per  Square  Inch. 


!>iameter 
if  Pin  in 
Inches. 

Area  of 

Moments  in  Inch-Pounds  for  Fibre  Strains  of 

Pin  in 

Sq. 
Inches. 

15,000  lbs. 

per 
Sq.  Inch, 

18,000  lbs. 

per 
Sq.  Inch. 

20,000  lbs. 

per 
Sq.  Inch. 

22,50a  lbs. 

per 
Sq.  Inch, 

25,000  lbs. 

per 
Sq.  Inch. 

6 

6^4 
6% 

28.274 
29.465 
30.680 
31.919 

oipinn 
oioiuu 

338400 
359500 
381500 

001 /UU 

406100 
431400 
457800 

4941 nn 
451200 
479400 
508700 

4771 nn 

507600 
539300 
572300 

R'^npnn 
564000 
599200 
635900 

6^, 
6% 

33.183 
34.472 
35.785 
37.122 

428200 
452900 
478500 

^toOoUU 

513800 
543500 
574200 

570900 
603900 
638000 

finfifinn 
642300 
679400 
717800 

fi74nnn 

0 / 1UUU 

713700 
754800 
797500 

7 

1\ 
r% 

38.485 
39.871 
41.282 
42.718 

c;n^i  no 
532700 
561200 
590700 

DUOiUU 

639200 
673400 
708900 

710200 
748200 
787600 

757700 
799000 
841800 
886100 

887800 
935300 
984500 

^'^^ 
1% 

44.179 
45.664 
47.173 
48.707 

652900 
685500 
719200 

7/lc:cnn 
/4tOOUU 

783400 
822600 
863000 

828400 
870500 
914000 
958900 

Q'^ionn 
979300 
1028200 
1078800 

1  n'^'vinn 
1088100 
1142500 
1198700 

8 

8^8 

8% 

50.265 
51.849 
53.456 
55.088 

/ o^uuu 
789900 
826900 
865100 

947900 
992300 
1038100 

1005300 
1053200 
1102500 
1153400 

1 1  "^1  nnn 
1184800 
1240300 
1297600 

1316500 
1378200 
1441800 

8% 
8=^4 
87/8 

56.745 
58.426 
60.132 
61.862 

944900 
986500 
1029400 

1133800 
1183800 
1235300 

1205800 
1259800 
1315400 
1372500 

1417300 
1479800 
1544100 

1  '=;n7'^nn 
1574800 
1644200 
1715700 

9 

91/4 

9^/8 

63.617 
65.397 
67.201 
69.029 

1118900 
1165500 
1213400 

1 OQQonn 
1342700 
1398600 
1456100 

1431400 
1491900 
1554000 
1617900 

1 fii n^nn 

xxj  L\JO\J\J 

1678400 
1748300 
1820100 

1 7ftQ9nn 
1864800 
1942500 
2022300 

9^2 

9-^/8 
9% 

^% 

70.882 
72.760 
74.662 
76.590 

1313100 
1364900 
1418100 

iOiOiUU 

1575700 
1637900 
1701700 

1  Rft'^nn 

ix)0<y±\j\j 

1750800 
1819900 
1890800 

1969600 
2047400 
2127100 

91 n49nn 
2188500 
2274900 
236-3500 

10 
IOV4 
101^ 
10% 

78.54 
82.52 
86.59 
90.76 

1472600 
1585900 
1704700 
1829400 

1767100 
1903000 
2045700 
2195300 

1963500 
2114500 
2273000 
2439300 

2208900 
2378800 
2557100 
2744200 

2454400 
2643100 
2841200 
3049100 

11 

l\\ 
11^ 

12 

95.03 
99.40 
103.87 
113.10 

1960100 
2096800 
2239700 
2544700 

2352100 
2516100 
2687600 
3053600 

2613400 
2795700 
2986300 
3392900 

2940100 
3145200 
3359500 
3817000 

3266800 
3494800 
3732800 
4241200 

232  STANDARD  PINS  AND  NUTS. 

STANDARD  PINS  AND  NUTS  FROM 
2  /  TQ  9/  i>iAMETER. 


PIN. 


2 
3 


2.00 
2.26 
2. 50 
2.75 
3.00 
3. 
3 


26  3 


2.030 
2.280 
2.530 


3.030 
280  O 
630  O 


•^1 


030 
030 
030 
030 
OSO 
030 
030 


Screw. 


NUT. 


|| 
_^ 

1% 
1% 

2^6 
2^6 


1:1 


3M 
3^ 


3X 
3K 

4^6 
4M6 


•2- 


WASHER. \  D. 


3\ 
4 

43^ 
43^ 
4% 
5 

53^ 
53^ 

6 


3.75  3.771  0.021 
4.00  4.022  0.022 
4.25  4.273  0.023 
4.50  4.624  0.024  3 
4.75  4.776  0.026  3 
6.00  5.026  0.026 
6.25  6.277  0.027 
6. 50  6.528  0.028 
6.75  5.779  0.029 
6.00  6.030  0.030  43^ 


2% 
2% 

3^6 

SMe 

3^6 

3% 
3% 
4Mg 
4M6 
4M6 


5 
5 

5X 

5X 

5% 

63^ 

63^ 

7 

7 

7 


5X 

6% 
6% 
73-2 
V3^ 
83i 
83i 
83^ 


63^ 
63^ 


73^ 
73^ 
7^ 
8 

S%  8 
9  9 


6.28 
6.63 
6.78 
7. 03 
7.28 
7.53 
7.78 
8.03 
8.28 
8.63 
8.78 


0.030 
0.030 
0.030 
0.030 
0.030 
0.030 


0.030  63^ 


0.030 
0.030 
0.030 
0.030i73^ 
0.030 


2^ 

2% 
2% 
2' 
2% 
2% 
2% 
2% 
2% 
2 

7'3|2% 


4% 
4% 

6% 
6% 

6% 

7^6 


7^ 
7^ 
83^ 


9X 
9}4 

103^ 

1014 

1 1 

1 1 


8% 
8% 
93^ 

93^ 

10% 
10% 
1 1 
1 1 

11% 
11% 

12% 
12% 


10% 

11>^ 
113^ 
11^ 

123^ 
12^ 
133^ 
13^ 
14 


Note. — To  obtain  grip  G  of  pin,  add  extra  for  each  bar  packed  together 
with  the  proper  additional  amount  given  above  in  the  table. 


STANDARD  COTTER  PINS. 


233 


STANDAKO  COTTKK  PINS  EROM 
r  TO  Sr  I>IAMETEK. 


Length  over  oil M 


erf 


Adc'fo 


Diameter 
of  Pin. 

Diameter  of  Pin  Hole,  j 

Play  in  Pin  Hole.  ; 

Diameter  of  Head  \ 
H. 

5 

1 

g. 

Length 

under  Head  equal  to. 

Lemfth 
over  all  equal  to.  \ 

aSVcc  of  Cotter 

Diameter  of  Pin 
P. 

1  1.00 

1.03 

0.03 

\ 

G  ^ 

% 

G-r  % 

ixlj 

1 

1^4  1-25 

1.28 

0.03 

G  -r 

% 

G4-  '^B 

1x2 

llo  1.50 

1.53 

0.03 

G  -r 

% 

G  ^  1 

Ax2| 

1^4  1.75 

1.78 

0.03 

2 

G  -r 

\ 

G  -f  1 

i%^2i 

1% 

2  2.00 

2.03 

0.03 

2-^8 

% 

i^i 

G  + 

% 

G  ^  11:4 

|x3 

2 

2^4  2.25 

2.28 

0.03 

2-^8 

•''8 

i^l 

G  + 

% 

G  4-  11;4 

?x3i 

2^4 

2^^  2.50 

2.58 

0.03 

2'8 

% 

G  + 

i\ 

G  +  \H2 

f.^  X  3| 

2^2 

2'^4  2.75 

2.78 

0.03 

3^8 

% 

G  -f 

G  +1^2 

2=^4 

3  3.00 

3.03 

0.03 

\ 

G  ^ 

1% 

G  -  1 '  8 

1x5 

3 

3^4  3.25 

3.28 

0.03 

334 

^ 

|xA 

G  + 

1% 

G  +  17  b 

ix5 

3^4 

3^0  3.50 

3.53 

0.03 

4 

G  +  1% 

G  +21/8 

|x6 

3^2 

3^4  3.75 

3.78 

0.03 

4I4 

i 

G  + 

1% 

G  4-  2i7'8 

ix6 

,  3% 

234     SHEARING  AND  BEARING  VALUE  OF  RIVETS. 


If) 

Em  o 
O  S 


"A 
xii 

0 


i-H 

11250  12000 

9840 

9190 
10500 

8530 
9750 

«W 

6750 
7880 

|0006 

6190 

72201 
8250 

4690 

5630 

6560 
7500 

4220 

5160 1 

5910 

6750 

3000 

o/oU 

o  o  o 

O  lO  o 

in  (M  o 
in  CD 

o  o  o  o 

LO  i-l  00 

00  CO  O) 

oq  03  CO  CO 


o  o  o 

■  ■  o:)  LO 

LO  CM 

CO  CO  LO 


o  o  o 

00  rH 
00  CO  00 


o  o 

00  in 

Cv] 

CO  CO 


8 


o  o 

O  CO 
rH  LO  00 


o  o  o 

LO  CO  o 

CV3  CD  O 

CKI  CO 


■^^o^.  oooooo 

^-  ?^  CD   00   Tji    LO   rH  rH 

^      O  CD  rH  00  CD  CD  t> 

J^^-.^  rHrHOaCO'^ 


S  ^  O  CD  CD  , 

T— (GDOTt^OCO 

-r        ,^-  rHT-ICO'^CDt> 


'  LO  o  LO  o  in  ' 

S    t>  O  CM  in  !>• 

I  r  ,  CO  LO  CD  t>-  00  ' 


rH 

15000 

cv 

14060 

11480 
13130 

10670 
1 12190 

8440 

10310 1  11250  1 

7720 

iclcc 

7030 

9380  1 

irt 

5280 

6330 1 

8440 

3750 
1  4690 

5630 
6560 

/OUU 

00  O  CM  ">!;t^  CD 
eg  tH        t>  LO 
CO        ''^H  LO  CD 

2110 

o  o  o  c 

r-t  CM  CM  CV 

CO  LO  CM  a 

CM  CO 

>  CD 

<  in 

1760 

2340 
2930 

1  A^c\^\\ 

4690! 

00  CO  00  CM 
rH   rH  CM   CM  CO 


OS  OS 


N  ©  03 

N  g  a 
55 


o  -< 

O 


o  o  o  o  o  o 

CO   !>•  O  rH  rH  O) 

00  CO  CO  in  00 

rH  CM  00  in 


CO  00  00  CO  -"^^ 

O  CD  CD  rH  »H  LD 

rH  C75  O  ^  O  00 

rH   rH  CO  CD  I> 


Ln  o  in  o  in 
i>  o  CM  in  o 
00  in  CD  o  CO 


111 


a;  <x)  ^ 


SHEARING  AND  BEARING  VALUE  OF  RIVETS.  235 


O 

M 

H 


H  - 


35 


8 


8; 


|o  o  o  o 

lt>  CD  CD  LO 

1"^  in  CD  t> 

IlO  CD  00 


o  o  o  o 


CX)  CO  - 

CD  CD  inlin 

CD,'^ 

o  olo  o 

CJ5  CDI"^  CM 

00  "^lio  CO 

'  olo  o  o 
I  colin  CO  o 

•  rHlt>  00  o 
I  OOloO  Tj^  LO 


^^•oooooo 

1  O  CD  I>-  (M  rH  LO 


V-gl^OOOOOOCO^ 
C^'OCDCDrHi— (lO 
rHOiO-^OOD 
5     rH   T-H   00  CD  O- 


eg  S  I 


CD  O-  00  o 


3S 


CM 
O  O 

in  ""^ 

O  CO 
CM  CM 

O  o 


8 


o  olo  o 

I>  CmIo  00 
l>.  t>|cD  CD 
C35  i-hIoO  LO 


_  O  O 

LO  1-H  CD 

in  00  o 

o  cva 


ID  t— I 
(M  00 
CO  O 


8  ... 

CO  00  o  CM  loo 

'"^  ID  O  OOlO) 


O  O  O 

00  O 

00  cj)  in 

CJ>  O  CV3 


o  o  o  o 

•  ■   rH  00  ^ 

CO  in  cb 

CD  00  CX)  O 


8S 


4^  -S'e 


o  o  olo  o 

T-l  00  CD  lTt<  CV] 

(35  00  00  loo  00 

CO  Lnlco  [> 


o  o  o|_ 
in  00  T-H  |c35  L 

I  00  tH  05  |co  I 


CO  CO  CO  00  03  -TtH 
T-H  03  CO  LO  I>  05 


_  CO  CD  T-H  T-H  in 

rH  05  O  -"^  O  00 
■  rH  OO         CD  t> 


"5 

1 

-4?'  -59  rH 

»^  liT- 


236 


PENCOYD  RIVET  PROPORTIONS. 


0 


^1 


-a 


LENGTHS  OF  RIVETS. 


287 


TABLE  SHOWING   LENGTH  OF  RIVET- 
SHANK  REQUIRED  TO  FORM  HEAD. 

PLAIN  KIVETS. 


COUNTERSUNK  KIVETS. 


Grip. 


Length. 


<— 

Grip. 

— >\ 

<— 

Length. 

—  V 

Diameter  in  Inches. 


Length  in  Inches. 


Diameter  in  Inches. 


Length  in  Inches. 


1^ 

1^ 
IJi 
2 

2Vi 

1% 
2 

2% 
2\i 

2 

2>8 
2^4 

2% 

24 

24 

2 

21.4 

2y^ 

2% 
2^ 
2% 

2% 

2y, 

2% 

2^ 
2% 
2X 
2% 

24 

2% 
2% 
3 

2% 
2X 
2li 
3 

2% 
3 

3/^8 
3>4 

3 

3>8^ 

3>4 
3?i 

3H 
34 
3% 

3>4^ 

34 

34 
34 

3V 

3% 
3^^ 

3% 
3)^ 
3*^ 
^74 

3y2 
S% 
3^ 

3^ 
3% 
3% 
4 

34 

3ys 

4 

4X 

3% 
3^ 
3% 
4 

3jg 
4 

4^8^ 

4.^4 

4 

43^ 
4% 

4>8' 
4?4 

4% 
4>^ 

44 

4% 

44 

4% 

4M 

4.5^ 
4X 
4% 

4^ 

4Ji 
5 

4^^ 
4Ji 
5 

5>i 

4J^ 
5 

6>8 

&4 

5 

5>8 
5^4 
6^8 

6>8^ 

5% 

5,^4 
5% 

54 

5% 

5% 
54 
54 
54 

6% 
5^ 

5^^ 

6^ 
6 

5% 
6 

Q4 

5J8 

6 

63« 

6^4 

6 

Q% 

6 '4 

6^ 

64 
64 

64 

64 

e^i 

6% 
6^ 

ex 
Q% 

ex 

7 

6y. 

^4 

7 

^4 

5.7 

10.9 

13.4 

22.2 

38.0 

2 

2>8 

2^ 
24 

24 
24 
24 
24 

3 

33-0 

3^4 

34 
34 

34 
34 

3/g 
4 

4' a 


44 
44 
44 
44 

5 

54 
54 


1>8 
1^-4 
1% 
IH 

14 
14 
1% 

2 

24 
24 
24 

24 
24 
24 
3 

34 
34 
34 
34 

34 
34 
4 

44 

44 
44 
44 
44 

44 

44 

6 

54 


14 

1^ 

14 

14 

1% 

14 

14 

13^ 

14 

1% 

1% 

1^ 

V4 

1% 

2 

2 

2 

23i 

2>8' 

2>i 

234 

24 

24 

2^ 

24 

24 

23^ 

24 

24 

24 

24 

24 

24 

24 

24 

24 
3 

24 

3 

3 

3>8" 

33^ 

34 

34 

334 

34 

34 

34 

34 

34 

34 

34 

34 

34 

34 

34 

34 

34 

34 

4 

34 

4 

44 

44 

4>8^ 

434 

44 

434 

4;^ 

44 

44 

43^ 

44 

44 

44 

44 

44 

44 

44 

44 

44 

44 

5 

6 

5 

54 

&4 

5^4 

6% 

&4 

54 

&4 

&4 

&4 

1 

6 

64 

634 

For  weight  of  rivets,  see  page  345. 


238  DIMENSIONS  OF  STEEL  EYE  BARS. 


TABLE  OF  STANDARD  STEEL  EYE  BARS. 


^Radius  of  Cromn.  dSue  of  Pin  Hole. 


w. 

t. 

D. 

d. 

L. 

Width  of 
Bar. 

J\finiinuin 
Thickness  of 
Bar. 

Dia7ifieter  of 
Head. 

Diameter  of 
Largest  Pin 
Hole. 

Additional  Lenyth  of  Bar 
Beyond  Centre  of  Eye 
Required  to  Form 
One  Head. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

3 
3 

% 
\ 

7 

8 

3 

3% 

15 

I71/2 

4 
4 

■  !^ 

91/2 

18 

201^ 

5 

I 

% 
\ 
% 

11^2 
I2I/2 
13 

m 

I91/2 
231/4 
261/2 

6 
6 

% 

I31/2 
141/2 

5\ 

23 
261/4 

7 
7 
7 

\i 
\i 

16 
17 
18 

A 

26% 
301/4 
36% 

00  00  00 

1 
1 
1 

17 
18 

I8I/2 

6% 
7% 
7% 

26% 

30 

33% 

Note.— To  all  bars  up  to  G  inches  wide  and  1  inch  thick  and  under,  add 
inches  extra  for  each  eye  to  the  length  of  the  bar.    To  all  bars  up  to  7  and  8 
inches  wide  and  Vy^  inches  thick  and  under,  add  1]/^  inches  extra  for  each 
eye  to  the  length  of  the  bar. 

Note. — Pencoyd  Standard  Eye  Bars  are  Hydraulic  Forged,  and  are  guaran- 
teed to  develop  the  value  of  the  bar,  under  conditions  given  in  the  above  table, 
when  tested  to  destruction.  The  maximum  sizes  of  pin  holes  as  given  in  the 
above  table,  allow  an  excess  in  sectional  area  of  head  on  line  SS  over  that  of 
the  body  of  the  bar  of  33  per  cent,  for  diameters  of  pins,  not  larger  than  the 
width  of  the  bar,  and  36  per  cent,  for  pins  of  larger  diameter  than  width  of  bar ; 
the  thickness  of  eye  being  the  same  as  the  thickness  of  the  body  of  the  bar. 

Note. — The  steel  manufactured  by  us  for  the  use  of  eye  bars  is  open-hearth 
steel,  and  will  be  furnished  of  such  quality  as  to  satisfy  the  demands  of  en- 
gineers. 

Note. — All  eye  bars  are  finished  to  length  according  to  measurements  to 
U.  S.  Standard  as  made  by  G.  M.  Eddy  &  Co. 


TENCOYD  CLEVISES. 


239 


PENCOYD  CLEVISKS. 


rROPORTIONED  FOR  STRAINS  PER  SQUARE  INCH. 

Tension,  10,000  lbs.  Bearing,  12,000  lbs.         Bending,  15,000  lbs. 

SnEARiN<i,  r),'250  LBS.  Eye  section   -  1%  rod. 


Distance  A" can  be  made  to  suit  connection. — All  dimensions  in  inches. 


Number  of 
Clevis. 

Square 
Bod. 
R. 

r. 

Pin. 
P. 

Diamr- 
eter. 
D. 

Nut. 
N. 

Width. 
W. 

Thick- 
ness. 
T. 

Pork. 
P.  ' 

■5'^ 

1 

1 

1^ 

2\ 



2 

2 

T 
% 

2 

12^ 

1 

1% 

2\ 

41^2 

2 

2 

> 

2 

111^ 

1 

1^4 

J-  .'8 

^^4 

2 

? 

2 

2 

1^8 

1% 

2% 

5 

21/4 

21/4 

% 

2^4 

15 

2 

5 

2\ 

2^4 

5^ 

21/4 

14 

2 

1% 

2 

2\ 

5 

2\ 

2^4 

% 

2\ 

14 

3 

1% 

2 

3 

51^2 

2\ 

2^ 

\ 

2\ 

191^ 

3 

21,4 

2\ 

2^ 

21^ 

If 

2\ 

19^ 

3 

1-^ 

2% 

2\ 

2\ 

2^ 

2V2 

20 

4 

l'^ 

21/4 

3^4 

6 

2\ 

23/4 

2\ 

251/2 

4 

1% 

2% 

2% 

6 

2\ 

2\ 

1 

2% 

26 

4 

V\ 

2i»2 

2^ 

6 

2% 

2\ 

2% 

26 

5 

1% 

■2\ 

3\ 

3 

3 

3 

28 

5 

2\ 

31/4 

3 

3 

3 

29 

5 

1"8 

2\ 

3 

6^ 

3 

3 

V8 

3 

29 

6 

2\ 

3% 

7 

31/4 

3^4 

31/4 

37 

6 

2L'4 

33/4 

7 

31/4 

31/4 

37 

6 

2 

2'8 

3 

7 

31/4 

314 

^/8 

3V4 

37 

7 

2 

Z"s 

4 

31^ 

3i(, 

1 

31^2 

43 

7 

3 

31/2 

3'5: 

3'o 

! 

3^2 

44 

7 

2'4 

31/4 

3 

7^ 

3^"; 

31^2 

45 

Pencoyd  clevises  are  proportioned  for  a  range  of  three  rods  to  each  clevis. 

The  sizes  of  pins  driven  are  the  maximum  allowed  according  to  size  of  rod 
and  strength  of  clevis. 

Rods  smaller  than  the  minimum  size  given  can  still  be  used  for  each  clevis 
and  the  size  of  pin  can  be  correspondingly  increased. 


240 


STANDARD  SLEEVE  NUTS. 


STAIS^DAKD  SLEEVE  NUTS. 


U.  S.  standard  Thread. 


I- — 

Round  Bars. 


Square  Bars. 


Diam. 

Area. 

Side 

% 

0.307 

\ 

0.442i 

% 

% 

0.601 

'0 

1 

0.785 

1^8 

0.994 

1 

l\ 

1.227 

1^8 

1% 

1.485 

1^2 

1.767 

1% 

1% 

2.074 

1\ 

2.405 

l\ 

1% 

2.761 

1% 

2 

3.142 

1\ 

21/8 

3.547 

1% 

2\ 

3.976 

2 

2% 

4.430 

21/8 

21/2 

4.909 

2% 

5.412 

21/4 

2% 

5.940 

2% 

2'7/8 

6.492 

21/2 

3 

7.069 

31/8 

7.670 

2% 

31/4 

8.296 

2% 

Size  of 
Upset. 


U. 


1,  x4 
0.563 1^8  X  4 
0.766 11/4x4 
1%  X  4 
1.000  II/2  X  4 

1.266|l%x4V2 

\l\  X  41/2 
1.563 17/8x41/2 
1.891 2    X  5 

2^8x5 
2.250  21/4  X  5 
2.64112%  X  b\ 
3.063  2^/2x51/2 

2%  X  51/2 
3.516  2%  X  6 
4.000  27^8  X  6 
4.516|3    X  6 

31/9  X  6I/2 
5.063,31/4  X  6I/2 

|3%  X  7 
5.641 31/2  X  7 
6.250j3%  X  8 

3%  X  8 
6.891  37/8  X  8 
7.5634    X  8 


1^4 

1^/4 

1^2 

1^/2 

1^/4 

l\ 

2 

2 

21/4 
2\ 
21/2 

2^2 

2% 

2% 

3 

3 

31/4 

31/4 

31/2 

31/2 

^\ 

3% 

4 

4 

41/4 
41/4 


7 
7 

7^2 
7^2 


8I/2 
8I/2 
9 
9 

9^2 

91/2 
10 
10 

IOI/2 
101/2 
11 
11 

111/2 

111/2 

12 

12 

I2V2 

I21/2 

13 

13 


1% 
1% 
2 
2 

2% 
2% 
2\ 
2\ 
31/8 
3^8 
31/2 

3^2 

37/8 

3^/8 

41/4 
41/4 

4% 
4% 
5 
5 

5% 
5% 
5'5/4 
5% 
61/8 

61/8 


^1 


1^/8 

2A 

23/4 

2% 

Q  3 
'^16 

3tV 
3% 
3% 

4A 
41/2 
41/2 
4tf 
4H 
5% 
5% 
5il 
5{| 

61/8 
61/8 
61i 
6M 

71/8 


CJF3ETS  ON  SQUARE  AND  ROUND  BARS. 


241 


ALLOWANCE  FOR  UPSETS  ON  SQUARE 
AND  ROUND  BARS. 


Bound  Ears. 


«  . 

1 

Areaii 
Inci 

SI 

Ins. 

Lbs. 

Ins.i 


l« 

\% 

•■^/r  0.307  1.023  41^36.8 
=U  0.442  1.473  37/8^.4 

^'s'o.eOl'  2.004  5  148.3 

1  0.785  2.618  4%  34.7 
l^/R  0.994  3.313  3"8  30.3 
1^4  1.227  4.091  3"8  23.5 
1%  1.485,  4.950  31^  17.4 

11^1.767  5.890  4%  30.3 
1%  2.074  6.913  4^4  27.8 
1=^4  2.405  8.018  4  25.7 
1"'8  2.761  9.204  4^8  23.9 

2  3.142  10.47  1 37^  18.3 
21/8  3.54711.82  j3%17.1 

21^4  3.576  13.25  4%  28.5 

2^  4.430  14.77  4=^8  22.6 

21^2  4.909  16.36  4%  21.3 

2%  5.412  18.04  41^420.3 

2'^4  5.940  19.80  41^419.8 

2' 

3 


:'^8  6.492  21.64  51*2  25.9 

I    7.069  23.56  5I4  22.2 

3i.q  7.670  25.57  51^8  21.3 

3I4  8.296  27.65  47^8  20.7 


Size  of  Upset. 


Ins. 


Ins. 


4 


§1 


Ins.  Sq.Ins. 


1^8  4 
1144 
1%4 
1^4 


0.731 0.420 
0.837  0.550 
0.9400.694 
1.0650.891 
1.1601.057 
1.284  1.295 
1%  41/2  1.389  1.515 
1%!  41^^21.4901.744 
l'7/8l4i^  1.615  2.049 

2  5  1.712  2.302 
2V8|5  1.8372.651 
21/4I5  1.962  3.023 
2^^4^151,12  2.087  3.410 
21^  51,^  2.175  3.716 
2%  51^  2.300  4.155 
2'\  6  2.4254.619 
27^8  6    2.550  5.107 

3  6  2.629  5.430 
31/8  61^  2.754  5.957 
31/4  6i<2  2.879  6.510 
3%  7  3.004  7.088 
'^^    ~    3.100  7.548 

3.225  8.170 
3.317  8.641 
3.442  9.305 
3.567  9.9935 


3^,7 
3%  8 
3=^/4 '8 
37/98 
4  8 


51 


Lbs. 


Ins. 


2\ 
4 

51/4 


71^ 
51/2  81,^ 
5  |10 
5  111/2 
41/2I3 
41^15 
4V2I8 
4  20 
4  24 
4  28 
4  30 
31/234 
31^2  38 
81,^2  50 
31^50 
31/465 
31/465 
31/4 
3\ 
3 
3 


Square  Bars. 


3/4'0.563 
7/80.766 

1  ll.OOO 
11/81.266 

II/4I1.563 
1%1.891 


li;^'2.250 
1%  2.641 
1%  3.063 10.21 


Lbs. 


Ins. 


1.875  31/2  20.6 
2.55214  -~ 


16.3 

29.5 
4.219  41/2  19.7 


3.333  4 


5.208  41,42  31 
6.302  41/8" 


.1 
21.7 


7.500  43/4  34 
8.802  4%  29.6 
41/4  21.3 


17/8  3.516 11.72 
2  ,4.000113.33 
21/8  4.51615.05 

21/4  5.063 16.88 

2%  5.641 18.80 
217^2  6.250|20.83 


2%  6.89l'22.97  6%'35.0 
2%  7.563,25.21  6  ,25.1 


51/831.4 
4^27.7 
4%  20.2 

I 

51/8  28.6 

61/430.7 


242 


PROPORTION  OF  SQUARE  RODS  AND  P1N8. 


EYES  FOR  SQUARE  OR  ROUND  BARS.  243 


^^(m«   wojoo  cbcbco  ■^^^  "^lOio  oioco 

(N  OO^iO  CDCDt*  cocao  -KNCO 

(N  (N(NN  (N(M(N  CI  (N  00  CO  00  00 

^  (NCO^  iCKDt-  COOO  -^(N(N 

C<J  (NOJ(N  CQ(M(N  (N(M0O  00  00  CO 

(moo^  mcoco  t-coo)  o-"*:;! 

01(N  (N(M(N  (N(N(M  (M  (M  (M  CO  00  00 

ao  ^o^w  ^lo©  ?-oba>  o^o^ 

y-id  «««  (NCgcq  (N(N(N  00  00  00 

MOJO  ^"«co        CD  ©r^'m  ao^^ 

TH^Cq  (N(N(M  (N<N(N  <N(M(N  (NOOOO 

;i^:it^>x  ^i?^"*^"* 

CD  a  a  O'-'CQ  00  ^  cot-oo  ©o-' 

^rHrH  cq  (N  (M  « Cq  (N  (N(N(N  ClOOOO 

©   t-obcs  o-icq  oo^io  cocot-  cdoo 

^   ^^,1  cq(MOj  cq(M(M  cq(MO]  (Mcqco 

^  ^^C0\^  x» 

©  ?-coo)  ©bi-H^  oicb^'  lb©?-  00  0)0 

^   ^^r-i  rH(Mcq  (N(M(N  (Ncqoq  oqoioo 

\-«  -f      vx         N  \W   =«  ^  ~       »  \«  \rf\X\X 

^1/5   ©icco  ao^  oqcb^  lo©©  P  ro  a 

rHrHrH  rH  (M  Oq  (N       (N  OJ  (M  (N  <M  (N  (M 

^uD  ©?-co  aao  ^wcb  ^ib©  P-oba 

iHrHcq  oq(Ncq  «(M(N  cqcqcq 

^i^^o^i^  -^v^Z-?  ^^Zi'^n^ 

CO  00^   io©i>  CO  a  d  ^cqcb  -^lo©  ©  b-  oo 

rHrH^  ^ (M  05  (N  (N      (N  (M  (M  (N 

cqcb>   ib©i>  ooaa  o^csi  m^ib  ©i>oo 

rir^i-i  ^,H^  (Mcqcq  (Ncq(N  (mcqcsi 

•H~  (NOOOO  "'"fio©  t-oba  6^0^  cb^io  ©©V- 

^       ^^rH       ^r-tr-l  r-l  rH  rH  0)  (N  (M  CQ  CQ  (N  (N  (N  (N 

b   ''^cq  m   ^ib©  j?-ooa-  abi^'  cq  cbrh  ib©?- 

^  rHrHrH  rH  ^  rH  rH       (M  CQ       (M  CN  (N 

ao  '-"cqco   oo'i'ib  ©i-cb  ab^  cicb"*  lo©© 

^       rHrHrH       rH  ,1  rH  rHrHrH  rH  Cg  (N  (M  (N  (N  <M  (M  Cq 

00  a   o^cq   «  rhib  ©?-oo  aa  b  r-i  csi  co  ^  ib© 

^rHrH       rHrHrH  rH  rH  ,-1  rH  rH  (M  O)  (N  (N  <M  (N  (N 

Pcoa  b'-'oj   coco'^  Ib©P  obao  ^cioo  'tio© 

^rHrH       rHrHrH  rHrHrH  rH  rH  Cq  (N  Cq  (M  Cq  Cq 

t-t-'oo   ao^n'  oqcbrh  o©?-  ooaa  b'-'CN  cb^Io 

^rH       rHrHrH  rHrHrH  rHrHrH  (N  Cq  Cq  (M  (M  (N 

;t  ij?:^^^" 

©t-oo   aor^   cqooco  ^lO©  t-coa  o-cq  oo'^io 

rHrHrH  rHrHrH  rHrHrH  (^0^0^  (M  Cq  Cq 

1-"^^'  'r-^aci   cqcjoo  rocbm  "i*^^  -shioib  Ibu3© 


244     DIMENSIONS  AND  WEIGHTS  OF  SEPARATORS. 


STANDARD  SEPARATORS  FOR  PENCOYD 
I  BEAMS. 


Size  of 

BeOLTTl  XTh 

Weight  of  Sepa- 
rator in  Pounds. 

§  ss  S 

.9  s 

Bolts,  A. 

Weight  of  each 
Corkplete  Bolt 
in  Pounds. 

1 

Weight  per  ad- 
ditional Inch  of 
Length 
in  Pounds. 

Inches. 

Number. 

Size  in 
Inches. 



15 

20 

3.8 

2 

■% 

1.48 

.124 

12 

14 

3.1 

2 

\ 

1.40 

.124 

101/2 

10 

2.1 

1 

% 

1.38 

.124 

10 

9 

2.0 

1 

% 

1.32 

.124 

9 

8 

1.8 

1 

% 

1.30 

.124 

8 

61.2 

1.6 

1 

\ 

1.28 

.124 

7 

5 

1.4 

1 

% 

.84 

.087 

6 

4 

1.2 

1 

% 

.82 

.087 

5 

3 

1.0 

1 

\ 

.45 

.055 

4 

2 

.85 

1 

\ 

.45 

.055 

The  figures  in  the  second  cokimn  are  the  weights  in  pounds  for  cast-iron 
separators  suitable  for  beams,  placed  with  flanges  in  contact.  When  the  flanges 
are  separated,  add  the  amount  corresponding  to  the  distance  of  separation, 
given  in  the  third  column.  In  the  same  way  the  weight  of  bolts  may  be  ob- 
tained in  the  final  columns. 


WEIGHT  OF  PENCOYD  BRIDGE  RIVETS.  245 


WEIGHT  OF  BRIDGE  RIVETS  PER  lOO. 

This  Table  also  Applies  to  Button-headed  Bolts. 


Diam.  of 

Rivet  in 

'8 

1 

In  c  h€i. 



-   

Length  of 
Rivet  Un- 

Weight 
i7i 

weigni 
in 

tvexgni 
in 

w  eigni 
in 

ft  tsigiiv 
in 

fveigni 

in 

rYeigni 

in 

vveigui 
in 

der  Jfeud 

PQunds. 

Pounds. 

Pounds. 

Pounds. 

Pounds. 

Pounds. 

Pounds. 

Pounds. 

in  Inches. 

1,4 

_  . 
^  ■  ** 

_ 

0  0 

«4.  « 

«^  Q 

101  n 

1  ^8 

0.9 

13.1 

22.4 

^9.0 

^«*^ 

1  o"?  n 
1  ^04. 

1^2 

1  ^  z 

23.5 

^«  Q 

«Q  Q 
^0  Q 

1  0 

1^8 

O.T 

24.7 

32 . 7 

^10 

n  1  0 

^% 

7  0 

26.0 

^4-2 

1  na.  n 

1  n 

ih 

7.3 

ICO 

1  0.0 

27.1 

35.6 

7T  .8 

1  OT.3 

-  :J 

2 

1^0 

37.0 

«i.  ? 

1  1  ^  Q 

1  n 

238 

7  9 

OQ  « 

0^0 

2 '4 

1  7  « 

1  «  ^ 

^0  11 

39.8 

« 1  ^ 

OR  Q 
«Q  ^ 

1  1  0 

1  9 

2?^ 

8  8 

1001 

1  «Q  n 

19.1 

0 

RQ  Q 

QO  0 

1  R«  1 

2h 

9  6 

on^ 

««  n 

OA.  a. 
07  ^ 

1  QQ  n 
1 -^o  2 

1  70  n 

2% 

9  8 

^^•^ 
^«  1 

^«  1 

Rft  Q 

1  Q 

1  'TR  n 
1  Rn  ^ 

2Ji 

102 

010 

4T.7 

7n  1 

1 

1  ^ 

1  R^  Q 

3 

10  0 

0  1  Q 

49 .0 

1 

1  1 

1^0^ 

110 

00  7 

08.2 

50. 6 

1  RQ  n 

3>i 

113 

OQ  A 

0 

107  8 

1  1 
1  2q  « 

1  1 

CO 

117 

0 

1 1 0  4 

1  n 

1  OR  1 

3}^ 

12  1 

4  1 .0 

1  1 

onon 

S's 

12  6 

42 -O 

onR  I 

3}i 

12  8 

o«  n 

08 . 1 

n4  Q 

ftR  ^ 

1  ion 

1  fin  1 
1  R^  a. 

01  no 
0  1^1 

3h 

13  2 

o«  « 
0^0 

2^  1 

1  on  « 

4 

61.5 

o«  7 

1000 

1  R«  Q 

1  ^n  0 

0  1  R  n 

1 4  0 

4«  0 

"7 

£^•2 

1  o« 

00  1Q 
noXa 

OQ  Q 

47 . 1 

65.1 

93.4 

14  9 

29  5 

66.6 

13 10 

1  76  9 

229  5 

15.3 

30^2 

48!9 

68.0 

97!3 

133!6 

18o!3 

234  9 

15.7 

30.9 

49.8 

69.2 

99.5 

136.2 

183.8 

239. 0 

16.1 

31.6 

51.0 

70.9 

101.1 

138.8 

187.2 

244. 0 

4?^ 

16.6 

32.2 

52. 1 

72.5 

103.4 

141.3 

191. 0 

248.2 

5 

17.0 

32.9 

53.3 

74.2 

105.2 

144. 0 

194.5 

252.1 

17.6 

33.9 

55.6 

77.2 

109.8 

150.0 

201.3 

260.9 

18.2 

35.1 

56.8 

80.3 

114. 1 

155.7 

208.1 

269.7 

18.9 

36.6 

58. 0 

83.2 

1  18. 0 

161.0 

214.9 

278.3 

6 

19.7 

37.7 

59.9 

86.1 

122.7 

166.1 

222.0 

287. 1 

7 

22.3 

42.8 

67. 0 

98.4 

141.1 

188. 0 

250.0 

319. 0 

8 

24.7 

48. 0 

76.1 

1  12.2 

157.9 

213. 0 

278.1 

353.4 

9 

27.4 

53.9 

83.9 

124. 0 

172.5 

234. 0 

304.9 

388.4 

10 

31.0 

59.0 

90. 8 

135.9 

188.1 

254.3 

332.1 

42  1 .0 

12 

37.7 

70. 9 

108.4 

160. 0 

221.5 

298.3 

387.9 

490.0 

WEIGHT  OF  TWO  (2)  RIVET  HEADS  IN  POUNDS. 


% 

"  ^2 

% 

% 

1 

1^ 

114 

Before  driving.  . 

.O30 

.114 

.218 

.268 

,444 

.76 

1.14 

1.64 

After  driving .  .  . 

.03  1 

.080 

.160 

.260 

.440 

.64 

.778 

1.07 

WEIGHT  OF  BODY  PER  INCH  OF  LENGTH  IN  POUNDS. 


% 

% 

\ 

% 

1 

1^  ' 

_1\ 

Before  driving.  . 

.03 1 

.64 

.085 

.123 

.167 

.218 

.276 

.341 

246 


WEIGHT  OF  BOLTS. 


WEIGHT  OF  BOLTS  PER  HUXDRED. 

SQUARE  HEADS  AND  NUTS. 


Dimensions  in  inches. 


Diameter. 



% 

% 



\ 

1 

1^/8 



1% 

1^ 

Length. 

Ihs. 

Ihs. 

Ihs. 

Ihs. 

Ihs. 

Ihs. 

Ihs. 

Ihs. 

Ihs. 

Ihs. 



Ihs. 

3.9 

9.7 

20.4 

37. 

58. 

4.2 

10.5 

21.3 

37.9 

60.5 

2 

4.6 

11.3 

22.4 

39.9 

63.2 

97.7 

145 

2^4 

5. 

12.1 

23.6 

42. 

66. 

101.6 

149 

2^ 
2% 

5.4 

12.9 

25. 

44.4 

69. 

105.6 

153 

5.8 

13.7 

26.4 

46.2 

72.1 

109.7 

158 

3 

6.2 

14.5 

27.8 

48.3 

75.2 

113.8 

163 

200 

289 

350 

480 

3^^ 

6.9 

16.1 

30.6 

52.5 

81.4 

122. 

174 

213 

305 

370 

500 

4 

7.6 

17.7 

33.4 

56.7 

87.6 

130.2 

185 

226 

322 

390 

520 

41/2 

8.3 

19.2 

36.2 

60.9 

93.8 

138.4 

196 

240 

339 

410 

545 

5 

9. 

207 

39. 

65.1 

100. 

146.6 

207 

255 

356 

430 

570 

5^ 

9.7 

22.2 

41.8 

69.2 

106.1 

154.9 

218 

270 

373 

450 

595 

6 

10.4 

23.7 

44.6 

73.4 

112.2 

163.2 

229 

285 

390 

470 

620 

6^ 

11.1 

25.2 

47.4 

77.6 

118.3 

171.5 

240 

300 

407 

490 

645 

7 

11.8 

26.7 

50.2 

81.8 

124.4 

179.8 

251 

315 

434 

510 

670 

7^ 

12.5 

28.2 

53.1 

86. 

130.5 

187.1 

262 

330 

451 

530 

695 

8 

13.2 

29.7 

56. 

90. 

136.6 

195.4 

273 

345 

468 

550 

725 

9 

33.1 

61.5 

98. 

148.8 

212. 

295 

375 

505 

590 

775 

10 

36.5 

67. 

106.3 

161. 

229. 

317 

405 

540 

630 

825 

11 

40.0 

72.5 

114.6 

173.2 

246. 

339 

435 

575 

670 

875 

12 

43.5 

78. 

122.9 

184.4 

263. 

361 

465 

610 

710 

925 

13 

83.5 

131.2 

196.6 

280. 

383 

495 

645 

751 

975 

14 

89. 

139.5 

208.8 

297. 

405 

525 

680 

793 

1025 

15 

94.5 

148. 

221. 

314. 

427 

555 

715 

835 

1075 

16 

100. 

156.5 

233.2 

331. 

449 

585 

750 

877 

1125 

17 

105.5 

165. 

245.4 

348. 

471 

615 

785 

919 

1175 

18 

111. 

173.5 

257.6 

365. 

493 

645 

1 

820 

961 

1225 

WEIGHT  OF  BOLTS. 


247 


WEIGHT  OF  BOLTS  PER  HUNDRED. 

HEXAGON  HEADS  AND  NIJTS. 


Dimensions  in  inches. 


Diameter. 

\ 

% 

\ 

% 



lbs. 

% 

% 

1 

1^8 

1^4 

1% 



Length, 

lbs. 



lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 



lbs. 

lb.s. 

l,'js. 



1^ 

3.4 



8.5 



17.7 

32.5 

49.0 

1% 

3.7 

9.3 

18.6 

33.4 

51.5 

2 

4.1 

10.1 

19.7 

35.4 

54.2 

86.6 

128 

2\ 

4.5 

10.9 

20.9 

37.5 

57.0 

90.6 

132 

2^ 

4.9 

11.7 

22.3 

39.9 

60.0 

94.6 

136 

2=34 

5.3 

12.5 

23.7 

41.7 

63.1 

98.7 

141 

3 

5.7 

13.3 

25.1 

43.8 

66.2 

102.8 

144 

174 

255 

310 

430 

31^2 

6.1 

14.1 

26.6 

45.7 

69.4 

107.0 

151 

187 

271 

330 

450 

4 

6.8 

15.7 

29.4 

49.9 

75.6 

115.2 

162 

200 

288 

350 

470 

4^ 

7.5 

17.0 

32.2 

56.1 

81.8 

123.4 

173 

214 

305 

370 

495 

5 

8.2 

18.7 

35.0 

58.3 

88.0 

131.6 

184 

229 

322 

390 

520 

8.9 

20.2 

37.8 

62.4 

94.1 

139.9 

195 

244 

339 

410 

545 

6 

9.6 

21.7 

40.6 

66.6 

100.2 

148.2 

206 

259 

356 

430 

570 

10.3 

23.2 

43.4 

70.8 

106.3 

156.5 

217 

274 

373 

450 

595 

7 

11.0 

24.7 

46.2 

75.0 

112.4 

164.8 

228 

289 

400 

470 

620 

11.7 

26.2 

49.1 

79.2 

118.5 

172.1 

239 

304 

417 

490 

645 

8 

12.4 

27.7 

52.0 

83.2 

124.6 

180.3 

250 

319 

424 

510 

670 

9 

29.7 

54.8 

87.0 

130.8 

189.0 

262 

336 

465 

530 

700 

10 

33.1 

60.3 

95.0 

143.0 

206.0 

284 

366 

500 

570 

750 

11 

36.6 

65.8 

103.6 

155.2 

223.0 

306 

396 

535 

610 

800 

12 

40  1 

71 

111.9 

9Ar\  n 

0  /u 

oou 

850 

13 

76.8 

120^2 

178.6 

257.0 

350 

456 

605 

691 

900 

14 

82.3 

128.5 

190.8 

274.0 

372 

486 

1  640 

733 

950 

15 

87.8 

137.0 

203.0 

291.0 

384 

516 

675 

775 

1000 

16 

93.3 

145.5 

215.2 

308.0 

416 

546 

1 

1710 

817 

1050 

17 

98.8 

154.0 

227.4 

325.0 

438 

576 

745 

859 

1100 

18 

104.3 

162.5 

239.6 

342.0 

1 

460 

1 
i 

606 

1 

780 

1 

901 

1 
1 

1150 

1 

248  V.  S.  STANDARD  SCREW  THREADS. 


U.  S.  STANDARD  SCREW  THREADS. 


m 

>  or 

1  111 

i 

a. 

g 

e  o  ; 

^  Cm 

s  . 

s  . 

so" 

Ins. 

Ins. 

Ins. 

Ins. 

I71S. 

Ins. 

Ins. 

Ins. 

Ins. 

1 

I 
1 

20 
18 
16 
14 

.185 
.240 
.294 
.344 

.0062 
.0074 
.0078 
.0089 

.049 
.077 
.110 
.150 

.027 
.045 
.068 
.093 

1 

If 
a 
li 

f 

li 

64 

1 

1 

A 
1 

1% 

1 

J 

f 

i 
i 

13 
12 
11 
10 
9 

.400 
.454 
.507 
.620 
.731 

.0096 
.0104 
.0113 
.0125 
.0138 

.196 
.249 
.307 
.442 
.601 

.126 
.162 
.202 
.302 
.420 

li 
4 

u 
^11 

h\ 
If 

1 

U 

m 

m 
ifi 
li 
111 

2A 

J 

9 

ItJ 
4 

14 
H 

n 
li 

li 

8 
7 
7 
6 

.837 
.940 
1.065 
1.160 

.0156 
.0178 
.0178 
.0208 

.785 
.994 
1.227 
1.485 

.550 
.694 
.893 
1.057 

If 

2A 

m 

21 

li 

2A 
2H 

2i| 
2i\ 
2fi 

3Ti^ 

1 

14 
li 
If 

iS 
it 

i| 
IJ 

6 

5i 

5 

5 

1.284 
1.389 
1.491 
1.616 

.0208 
.0227 
.0250 
.0250 

1.767 
2.074 
2.405 
2.761 

1.295 
1.515 
1.746 
2.051 

2| 

2| 
2H 

2A 
2i 
2U 
21 

2i 
2ii 
3A 
3ii 

3|| 

ii 

4^\ 

li 
If 
l| 
11 

!!l 

2 

2i 

2i 

2| 

^ 

4 
4 

1.712 
1.962 
2.176 
2.426 

.0277 
.0277 
.0312 
.0312 

3.142 
3.976 
4.909 
5.940 

2.302 
3.023 
3.719 
4.620 

3ife 
3A 
311 
4A 

3f 

4A 

^ 

m 

4iJ 

5M 
6 

2 

2i 
2i 
2| 

IIJ 
2A 
2i% 
214 

3 
3i 
3l 
3| 

3} 
f 

2.629 
2.879 
3.100 
3.317 

.0357 
.0357 
.0384 
.0413 

7.069 
8.296 
9.621 
11.045 

5.428 
6.510 
7.548 
8.641 

5 

5| 
5| 

4ff 
5A 
5H 

5| 
6|i 

6*? 

?s 

8i 

3 

31 
3* 
3i 

211 
3A 

"-'16 

3A 
314 

4 
4i 
4| 
4i 

3 
2i 
2| 
2f 

3.567 
3.798 
4.028 
4.256 

.0413 
.0435 
.0454 
.0476 

12.566 
14.186 
15.904 
17.721 

9.963 
11.329 
12.753 
14.226 

64 
64 

H 

6A 
6A 
61J 

m 

84i 

8fi 

9| 
lOi 

4 
4i 
4i 
4| 

31f 

4A 
414 

5 
5i 
5J 
5| 

2i 
2* 

2| 
2| 

4.480 
4.730 
4.953 
5.203 

.0500 
.0500 
.0526 
.0526 

19.635 
21.648 
23.758 
25.967 

15.763 
17.572 
19.267 
21.262 

? 

8| 
8| 

m 
m 

m 

8ii 

1011 

nil 
111 

12f 

5 
5i 
5i 
5i 

411 

5A 
5}4 

6 

2i 

5.423 

.0555 

28.274 

23.098 

9i 

9A 

6 

51f 

WEIGHTS  AND  CAPACITIES  OP  CRANE  CHAINS.  249 

CRANE  CHAINS. 


'I).  B.  or  SPECIAL  CRANE. 


CRANE. 


i 

t 

\l 
I 

\l 
I 

\i 

1 

ij 

f 


I 


I 


fi 


m 

m 
m 
m 

m 
2y 

3^ 
33'. 

3ii 

■'■•3|fH 


1 

2 

2\ 

4i 
5 

5-^ 

8 
9 

m 

16 

m 


1| 

2t>b 

2i 

2\ 
2H 
2| 
3A 

3} 

3A 

3| 

3i 
4J 

5 


^1 


1932 
2898 
4186 
5796 

7728 
9660 
11914 
14490 

17388 
20286 
22484 
25872 

29568 
33264 
37576 
41888 


1^ 


3864 
5796 
8372 
11592 

15456 
19320 
23828 


34776 
40572 
44968 
51744 

59136 
66538 
75152 
83776 


46200  92-iGa 
50312^101624' 
5574Sa  11496^ 
69368  120 /3B 
66528133056 

L 


O 


1288 
1932 
2790 
3864 

5182 
6440 
7942 
9660 

11592 
13524 
14989 
17248 

19712 
22176 
25050 
27925 

30?on 

336^4 
L65 
40245 
44352 


1^ 


1680 
2520 
3640 
5040 

6720 
8400 
10360 
12600 

15120 
17640 
20440 
23520 

26880 
30240 
34160 
38080 

45r92(f 


3360 
5040 
7280 
10080 

13440 
16800 
20720 
25200 

30240 
35280 
40880 
47040 

53760 
60480 
68320 
76160 

'  ^4000 ' 

^•a8io  ■ 


5068a;101cl60 " 
54880109760 
60480|a20960 


b  sis 


1120 
1680 
2427 
3360 

4480 
5600 
6907 
8400 

10080 
11760 
13627 
15680 

17920 
20160 
22773 
25387 

:^8000 
?0613 
33787 
36587 
40320 


The  distance  rioir  c?i:t?e  of  ^Ji^^  Imk  to  fif^.b^m  of  Lextli^ equal  to 
length  of  link, 'i)ut  :n  pxaoiice"  inch  is  allowed  for  weld.  This  i.^ 
mate,  and  where  exactness  is  required,  chain  should  be  made  so. 

For  Chain  Sheaves. — The  diameter,  if  possible,  should  be  not 
twenty  times  the  diameter  of  chain  used.  Example — For  1-inch 
20-inch  sheaves. 


the  inside 
^  ajjproxi- 


less  than 
chain  use 


250    DECIMAL  EQUIVALENTS  FOR  VULGAR  FRACTIONS. 


DECIMAL  EQUIVALENTS  FOR  VULGAR 
FRACTIONS. 

The  given  decimals  are  the  parts  of  inches  corresponding  to  fraction  of 
inches  in  first  column  ;  also,  the  parts  of  feet  for  the  fraction  of  inches  in 
second  column. 


64 

% 

.0052 
.0104 
.015625 

\l 

3^6 

.2552 
.2604 
.265625 

ii 

6  Kg 

6K6 

.5062 
.6104 
.516626 

9  Kg 

.7652 
.7604 
.766626 

.0208 
.0260 
.03125 

#5 

3H 

3% 

.2708 
.2760 
.28125 

a 

6M 

6K6 

6% 

.5208 
.5260 
.53125 

ft 

934 

9K6 

9% 

.7708 
.7760 
.78125 

.0364 
.0417 
.046875 

\l 

3Ke 

33^ 

3^6 

.2865 
.2917 
.296876 

M 

63^ 
SKe 

.6364 
.541 1 
.546875 

©Kg 

9K6 

.7866 
.7917 
.796876 

A 

.0521 
.0573 
.0625 

-h 

3^ 

3% 

3% 

.3021 
.3073 
.3126 

6% 
6% 

.6621 
.6573 
.6626 

QVs 

9% 
9X 

.8021 
.8073 
.8125 

^« 

/v, 

% 

.0677 
.0729 
.078125 

l\ 

3% 

3% 

3% 

.3177 
.3229 
.328125 

u 

6% 

6>8 
0  716 

.6677 
.6729 
.678125 

SI 

9% 

9ys 
9% 

.8177 
.8229 
.828126 

h 

.0833 
.0885 
.09375 

\\ 

4 

.3333 
.3385 
.34376 

41 

7 

^Ke 

.5833 
.6885 
.69376 

u 

10 

IOKg 
10>i 

.8333 
.8386 
.84375 

IKe 

1  ^4 
1^6 

.0990 
.1042 
.109375 

l\ 

4^6 

41^ 

4^6 

.3490 
.3642 
.369376 

VKe 

734 

7K6 

.5990 
.6042 
.609376 

u 

lOKe 

1034 
lOKe 

.8490 
.8542 
.859375 

i 

1^ 

.1146 
.1  198 
.1250 

1 

4% 

4^6 

4>^ 

.3646 
.3698 
.3760 

8 

7% 
VKg 

.6146 
.6198 
.6260 

10% 
IOKg 
103^ 

.8646 
.8698 
.8750 

1^ 
1% 

.1302 
.1354 
.140625 

«l 

4^6 

4% 
4% 

.3802 
.3864 
.390626 

n 

.6302 
.6364 
.640625 

lOKe 
10% 

.8802 
.8864 
.890625 

If 

.1458 
.1610 
.15625 

\\ 

4% 

4% 

4;^ 

.3958 
.4010 
.40626 

ii 

7% 

.6453 
.6610 
.66625 

E 

lox 
10% 

.8958 
.9010 
.90625 

n 

2 

.1615 
.1667 
.171876 

11 

4% 
6 

.41 14 
.4167 
.421876 

II 

v% 

8 

SKe 

.6615 
.6667 
.671875 

10% 

IIKg 

.9115 
.9167 
.921875 

21/,^ 

2  KG 

.1771 
.1023  I 
.■'.8'V6  , 

- 

a- 

5X 
6/4 

.4271 
.4323 
.4375,- 

a 

SKs 

8/4 

.6771 
.6823 
.6876 

1  13'8 

IIKg 

11,^4 

.9271 
.9323 
.9376 

U 

2% 

2^6 

.1927 
.1979 
.203125 

fi 

.44'^  7.' 
.44^/'9-' 
.463126 

a 

BKe 

,6927  ; 
v6979,'  , 
(7Cei25 

a 

1 

i^K. 

.9427' 
.'.947a 
,.S  531^5 

2%6 

2;^ 

.2083  ' 

.2135 

.21875 

Si, 

4583 
.4636 ' 
.46876 

?f 

SH 

.7083 
.7136 
.7187.*>  ; 

.3-1. 

0? 

113^ 

.9583 
.9636 
.96875 

a 

2% 

2% 

2% 

.2240 
.2292 
.234376 

i\ 

5% 

£>% 

5% 

.47 '4b  ' 

.4792 

.484375 

ii 

64 

^6 

8% 

,^72<or : 

.72  '92  -  ^ 
.734375 

11% 

.9740 
.9792 
.984375 

X 

4 

2% 
2% 
3 

.2395 
.2448 
.2500 

i 

6 

.4896 
.4948 
.5000 

i 

aVs 

8% 

9 

.7396 
.7448 
.7500 

1 

.9896 
.9948 
1.0000 

AREAS  AND  CIRCUMFERENCES  OF  CIRCLES.  251 


AREAS  AND  CIRCUMF.  OF  CIRCLES. 


Dmiu.I  Circumf. 
Ins.  j  Ins. 


t 


ft 

I 


.049087 

.098175 
.147262 
.196350 
.294524 
.392699 
.490874 
.589049 
.687223 


.785398 
.883573 
.981748 
1.07992 
1.17810 
1.27627 
1.37445 
1.47262 


Area. 
Sq.  Ins. 

"^19 
.00077 
.00173 
.00307 
.00690 
.01227 
.01917 
.02761 
.03758 


.04909 
.06213 
.07670 
.09281 
.11045 
.12962 
.15033 
.17257 


Diam. 
Ins. 


Circumf.  Area. 
Ins.      S(j.  Ins. 


Diam. 
Ins. 


28319 
47953 
67588 
87223 
06858 
26493 
,46128 
65763 


i  7 


J  8. 

H  8. 

i  9. 

ji  9 


3.1416 
3.3410 
3.5466 
3.7583 
3.9761 
4.2000 
4.4301 
4.6664 


,85398 
,05033 
,24668 
,44303' 
,63938 
,83573 
.03208 
.22843 


4.9087 
5.1572 
5.4119 
5.6727 
5.9396 
6.2126 
6.4918 
6.7771 


CircnmJ. 
Ins. 


1% 

1 


15.7080 
15.9043 
16.1007 
16.2970 
16.4934 
16.6897 
16.8861 
17.0824 


4 


17.2788 
17.4751 
17.6715 
17.8678 
18.0642 
18.2605 
18.4569 
18.6532 


Area. 
Sq.  Ins. 

19.635 
20.129 
20.629 
21.135 
21.648 
22.166 
22.691 
23.221 
23.758 
24.301 
24.850 
25.406 
25.967 
26.535 
27.109 
27.688 


i 

I 


1.57080 
1.66897 
1.76715 
1.86532 
1.96350 
2.06167 
2.15984 
2.25802 


.19635 
.22166 
.24850 
.27688 
.30680 
.33824 
.37122 
.40574 


-A 


2.35619 
2.45437 
12.55254 
II  12.65072 
-  12.74889 
12.84707 
!2.94524 
3.04342 


.44179 
.47937 
.51849 
.55914 
.60132 
.64504 
.69029 
.73708 


1  13.14159 
A  I3.33794 
\  (3.53429 

'3.73064 
\  :3.92699 
^  4.12334 
I  4.31969 

4.51604 


.78540 
.88664 
.99402 
1.1075 
1.2272 
1.3530 
1.4849 
1.6230 


9, 
9. 
9, 
10, 
10, 
10, 
10, 
10. 
10. 
11. 
11. 

:i  11 
I  11 

i  12 


42478 

62113 

81748 

0138 

2102 

4065 

6029 

7992  i 


7.0686 
7.3662 
7.6699 
7.9798 
8.2958 
8.6179 
8.9462 
9.2806 


18.8496 
19.2423 
19.6350 
20.0277 
20.4204 
20.8131 
21.2058 
21.5984 


1  ti 


9956 
1919 
3883 
5846 
7810 
9773 
1737 
3700 


9.6211 
9.9678 
10.321 
10.680 
11.045 
11.416 
11.793 
12.177 


21.9911 
22.3838 
22.7765 
23.1692 
28.5619 
23.9546 
24.3473 
24.7400 


\  4.71239 

^6  4.90874 

I  15.10509 

\l  15.30144 

I  15.49779 

\l  '5.69414 

i  15.89049 

\l  16.08684 


1.7671 
1.9175 
2.0739 
2.2365 
2.4053 
2.5802 
2.7612 
2.9483 


4  12 

A  12. 

i  12, 

A  13. 

\  13. 

A  13. 

I  13. 


5664 
7627 
9591 
1554 
3518 
5481 
7445 
9408 


12.566 
12.962 
13.364 
13.772 
14.186 
14.607 
15.033 
15.466 


25.1327 
25.5224 
25.9181 
26.3108 
26.7035 
27.0962 
27.4889 
27.8816 


28.274 
29.465 
30.680 
31.919 
33.183 
34.472 
35.785 
37.122 


38.485 
39.871 
41.282 
42.718 
44.179 
45.664 
47.173 
48.707 


50.265 
51.849 
53.456 
55.088 
56.745 
58.426 
60.132 
61.862 


14 
{\  14. 
I  14, 
14, 
I  14. 
\l  15. 
I  15. 

ia  15. 


.1372 
.3335 
.5299 
.7262 
,9226 
,1189 
3153 
5116 


15.904 
16.349 
16.800 
17.257 
17.721 
18.190 
18.665 
19.147 


28.2743 
28.6670 
29.0597 
29.4524 
29.8451 
30.2378 
30.6305 
31.0232 


63.617 
65.397 
67.201 
69.029 
70.882 
72.760 
74.662 
76.589 


252     AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 


AREAS  AND  CIRCUMF.  OF  CIRCLES. 


Diam.\  Circumf.  Area 
Ins.  I     Ins.      Sq.  Ins. 


10 

^8 


31.4159 
31.8086 
32.2013 
32.5940 
32.9867 
33.3794 
33.7721 
34.1648 


11 


5' 

%  I 

A: 

12 


34.5575 
34.9502 
35.3429 
35.7356 
36.1283 
36.5210 
36.9137 
37.3064 


78.540 
80.516 
82.516 
84.541 
86.590 
88.664 
90.763 
92.886 


95.033 
97.205 
99.402 
101.62 
103.87 
106.14 
108.43 
110.75 


13 


37.6991 
38.0918 , 
38.4845 
38.8772 
39.2699 
39.6626 1 
40.0553 
40.44801 


113.10 
115.47 
117.86 
120.28 
122.72 
125.19 
127.68 
130.19 


40.8407 
41.2334 
41.6261 
42.0188, 
42.4115 
42.8042 
43.1969 
%  I  43.5896 


132.73 
135.30 
137.89 
140.50 
143.14 
145.80 
148.49 
151.20 


14 


!  43.9823 
I  44.3750 
I  44.7677 
45.1604 
45.5531 
45.9458 
46.3385 
46.7312 


153.94 
156.70 
159.48 
162.30 
165.13 
167.99 
170.87 
173.78 


15 

% 

>2 


47.1239 
47.5166 
47.9093 
48.3020 
48.6947 
49.0874 
49.4801 
49.8728 


176.71 
179.67 
182.65 
185.66 
188.69 
191.75 
194.83 
197.93 


Diam.  Circumf.  Area  Wiam.  Circumf. 
Ins.  '     Ins.      Sq.  Ins.     Ins.  Ins. 


16    : 50.2655 
50.6582 
51.0509 
%   51.4436 , 
^2  51.8363' 
%  52.2290, 
84  '52.6217' 
53.0144 


201.06 
204.22 
207.39 
210.60 
213.82 
217.08 
220.35 
223.65 


17  53.4071 

^8  ,53.7998; 
\  54.1925  i 
%  i  54.5852  i 
\2  54.9779  ■ 
%  (55.3706 1 
«4  65.7633' 
^8  i  56.1560 


226.98 
230.33 
233.71 
237.10 
240.53 
243.98 
247.45 
250.95 


18  1 56.5487 
3/8  56.9414 
!  57.3341 
%  I  57.7268 
\2  I  58.1195 
%  58.5122 
\  58.9049 
%  59.2976 


254.47 
258.02 
261.59 
265.18 
268.80 
272.45 
276.12 
279.81 


19  59.6903 

^8  60.0830 

I4  60.4757 

%  60.8684 

^2  61.2611 

%  61.6538 

%  62.0465 

%  62.4392 


283.53 
287.27 
291.04 
294.83 
298.65 
302.49 
306.35 
310.24 


20  62.8319 

^8  63.2246 

\  63.6173 

%  64.0100 

\  64.4026 

%  64.7953 

\  66.1880 

7/8  65.5807 


314.16 
318.10 
322.06 
326.05 
330.06 
334.10 
338.16 
342.25 


21  65.9734 

^8  66.3661 

I4  66.7588 

%  67.1515 

h>  67.5442 

5/8  67.9369 

^4  68.3296 

%  68.7223 


346.36 
350.50 
354.66 
358.84 
363.05 
367.28 
371.54 
375.83 


22 

I 


23 


69.1150 
69.5077 
69.9004 
70.2931 
70.6858 
71.0785 
71.4712 
71.8639 


72.2566 
72.6493 
73.0420 
73.4347 
73.8274 
74.2201 
74.6128 
75.0055 


24 

^8 


% 


75.3982 
75.7909 
76.1836 
76.5763 
76.9690 
77.3617 
77.7544 
78.1471 
78.5398 
78.9325 
79.3252 
79.7179 
80.1106 
80.5033 
80.8960 
81.2887 


26  81.6814 
1^8  82.0741 
\  82.4668 
%  82.8595 
\  83.2522 
%  83.6449 
3,4  I  84.0376 
%  84.4303 

27  i  84.8230 
1'8  85.2157 
I4  85.6084 
%  '  86.0011 
i.>  86.3938 
%  86.7865 
34  87.1792 
%  !  87.5719 


Area 
.Sq.  Ins. 

380.13 

384.46 

388.82  ^ 

393.20 

397.61 

402.04 

406.49 

410.97 

415.48 

420.00 

424.56 

429.13 

433.74 

438.36 

443.01 

447.69 


452.39 
457.11 
461.86 
466.64 
471.44 
476.26 
481.11 
485.98 

490.87 
495.79 
500.74 
505.71 
510.71 
515.72 
520.77 
525.84 


530.93 
536.05 
541.19 
546.35 
551.55 
556.76 
562.00 
567.27 
572.56 
577.87 
583.21 
588.57 
593.96 
599.37 
604.81 
610.27 


AREAS  AND  CIRCUMFERENCES  OF  CIRCLES.  253 


AREAS  AND  CIRCUMF.  OF  CIRCLES. 


Diam.  CircumfJ  Area. 
Ins.  I     //Kv.       Sq.  Ins. 


2S 


87.9646 
88.3573 
88.7500 
89.1427 
89.5354 
89.9281 
90.3208 
90.7135 


615.75 
621.26 
626.80 
632.36 
637.94 
643.55 
649.18 
654.84 


29 

^4 


91.1062 
91.4989 
91.8916 
%  '  92.2843 
92.6770 
93.0697 
93.4624 
93.8551 


660.52 
666.23 
671.96 
677.71 
683.49 
689.30 
695.13 
700.98 


30 
^4 


94.2478 
94.6405 
95.0332 
%  i  95.4259 
95.8186 
%  i  96.2113 
"    '  96.6040 
-^/ft  96.9967 


706.86 
712.76 
718.69 
724.64 
730.62 
736.62 
742.64 
748.69 


Diam.\  Circitmf.  Area. 
Ins.       Ins.       Sq.  /ns. 


34 

^R 

J2- 


35 

I'R 

i 

^2 


36 


06.814 

07.207 
07.600 
07.992 
08.385 
08.788 
09.170 
09.563 


907.92 
914.61 
921.32 
928.06 
934.82 
941.61 
948.42 
955.25 


.09.956 
10.348 
10.741 
11.134 
11.527 
11.919 


962.11 
969.00 
975.91 
982.84 
989.80 
996.78 


12.312  1003.8 
12.705  1010.8 


13.097 
13.490 
13.883 
14.275 
14.668 
15.061 
15.454 
15.846 


1017.9 
1025.0 
1032.1 
1039.2 
1046.3 
1053.5 
1060.7 
1068.0 


Diam.t  Circumf. 
Ins.  I  Ins. 


Area. 
Sq.  Im. 


40 


41 

% 


42 


25.664 
26.056 
26.449 
26.842 
27.235 
27.627 
28.020 
28.413 


28.805 
29.198 
29.591 
29.993 
.30.376 
30.769 
31.161 
31.554 


31.947 
32.340 
32.732 
33.125 
33.518 
33.910 
34.303 
34.696 


31 

^R 


97.3894 
97.7821 
98.1748 
98.5675 
98.9602 
99.3529 
99.7456 
100.138  i 


754.77 
760.87 
766.99 
773.14 
779.31 
785.51 
791.73 
797.98 


37 


16.239 
16.632 
17.024 
17.417 
17.810 
18.202 
18.596 
18.988 


1075.2 
1082.5 
1089.8 
1097.1 
1104.5 
1111.8 
1119.2 
1126.7 


32 


100.531 
100.924 
101.316 
101.709 
102.102 
102.494 
102.887 
103.280 


804.25 
810.54 
816.86 
823.21 
829.58 
835.97 
842.39 
848.83 


38 


33 

l.'R 

i 


1103.673 
i  104.065 
104.458 
104.851 
105.243 
105.636 
106.029 
106.421  i 


855.30 
861.79 
868.31 
874.85 
881.41 
888.00 
894.62 
901.26 


19.381 
19.773 
20.166 
20.559 
20.951 
21.344 
21.737 
22.129 


1134.1 
1141.6 
1149.1 
1156.6 
1164.2 
1171.7 
1179.3 
1186.9 


43 


35.088 
35.481 
.35.874 
36.267 
.36.659 
.37.052 
37.445 
37.837 


44 

% 


38.230 
38.623 
39.015 
39.408 
39.801 
.40.194 
.40.586 
.40.979 


39 


22.522 
22.915 
23.308 
23.700 
24.093 
24.486 
24.878 
25.271 


1194.6 
1202.3 
1210.0 
1217.7 
1225.4 
1233.2 
1241.0 
1248.8 


45 


.41.372 
.41.764 
42.157 
42.550 
42.942 
43.335 
43.728 
.44.121 


254     AREAS  AND  CIRCUMFERENCES  OF  CIRCLES. 


AREAS  ANiy  CIRCXJMF.  OF  CIRCLES. 


Diam. 

Circumf. 

Aj-ea 

Diam. 

Circumf. 

Area 

Diam. 

Circumf. 

Area 

Ins. 

I71S. 

Sq.  Ins. 

Ins. 

Ins. 

Sq.  Ins. 

Ins. 

Ins. 

Sq.  Ins. 

46 

144.513 

1661.9 

52 

163.363 

2123.7 

58 

182.212 

2642.1 

144.906 

1670.9 

163.756 

2133.9 

^8 

182.605 

2653.5 

145.299 

1680.0 

I4 

164.148 

2144.2 

182.998 

2664.9 

145.691 

1689.1 

'8 

164.541 

2154.5 

% 

183.390 

2676.4 

\ 

146.084 

1698.2 

^2 

164.934 

2164.8 

183.783  • 

2687.8 

% 

146.477 

1707.4 

% 

165.326 

2175.1 

% 

184.176 

2699.3 

146.869 

1716.5 

li 

165.719 

2185.4 

^4 

184.569 

2710.9 

^9 

147.262 

1725.7 

's 

166.112 

2195.8 

'8 

184.961 

2722.4 

47 

147.655 

1734.9 

53 

166.504 

2206.2 

59 

185.354 

2734.0 

Is 

148.048 

1744.2 

166.897 

2216.6 

^s 

185.747 

2745.6 

148.440 

1753.5 

\ 

167.290 

2227.0 

I4 

186.139 

2757.2 

148.833 

1762.7 

% 

167.683 

2237.5 

8 

186.532 

2768.8 

149.226 

1772.1 

168.075 

2248.0 

^■2 

186.925 

2780.5 

% 

149.618 

1781.4 

% 

168.468 

2258.5 

5  - 

187.317 

2792.2 

'\ 

150.011 

1790.8 

168.861 

2269.1 

'U 

187.710 

2803.9 

150.404 

1800.1 

169.253 

2279.6 

188.103 

2815.7 

48 

150.796 

1809.6 

54 

169.646 

2290.2 

60 

188.496 

2827.4 

^8 

151.189 

1819.0 

170.039 

2300.8 

^8 

188.888 

2839.2 

151.582 

1828.5 

I4 

170.431 

2311.5 

^4 

189.281 

2851.0 

151.975 

1837.9 

.3 

170.824 

2322.1 

^^8 

189.674 

2862.9 

\ 

152.367 

1847.5 

1.2 

171.217 

2332.8 

^2 

190.066 

2874.8 

152.760 

1857.0 

171.609 

2343.5 

% 

190.459 

2886.6 

\ 

153.153 

1866.5 

172.002 

2354.3 

=^4 

190.852 

2898.6 

153.545 

1876.1 

172.395 

2365.0 

191.244 

2910.5 

49 

153.938 

1885.7 

55 

172.788 

2375.8 

61 

191.637 

2922.5 

154.331 

1895.4 

173.180 

2386.6 

^s 

192.030 

2934.5 

154.723 

1905.0 

173.573 

2397.5 

I4 

192.423 

2946.5 

% 

155.116 

1914.7 

\ 

173.966 

2408.3 

.3 

■H 

192.815 

2958.5 

155.509 

1924.4 

174.358 

2419.2 

193.208 

2970.6 

% 

155.902 

1934.2 

% 

174.751 

2430.1 

% 

193.601 

2982.7 

^4 

156.294 

1943.9 

175.144 

2441.1 

«4 

193.993 

2994.8 

8 

156.687 

1953.7 

'8 

175.536 

2452.0 

8 

194.386 

3006.9 

50 

157.080 

1963.5 

56 

175.929 

2463.0 

62 

194.779 

3019.1 

157.472 

1973.3 

Is 

176.322 

2474.0 

^s 

195.171 

3031.3 

157.865 

1983.2 

176.715 

2485.0 

\ 

195.564 

3043.5 

% 

158.258 

1993.1 

% 

177.107 

2496.1 

'8 

195.957 

3055.7 

158.650 

2003.0 

1^ 

177.500 

2507.2 

^2 

196.350 

3068.0 

159.043 

2012.9 

"'8 

177.893 

2518.3 

% 

196.742 

3080.3 

159.436 

2022.8 

;^4 

178.285 

2529.4 

«4 

197.135 

3092.6 

'^8 

159.829 

2032.8 

178.678 

2540.6 

'^8 

197.528 

3104.9 

51 

160.221 

2042.8 

57 

179.071 

2551.8 

63 

197.920 

3117.2 

160.614 

2052.8 

^8 

179.463 

2563.0 

198.313 

3129.6 

161.007 

2062.9 

179.856 

2574.2 

I 

198.706 

3142.0 

161.399 

2073.0 

1 

180.249 

2585.4 

199.098 

3154.5 

161.792 

2083.1 

180.642 

2596.7 

199.491 

3166.9 

i 

162.185 

2093.2 

•'8 

181.034 

2608.0 

199.884 

3179.4 

162.577 

2103.3 

181.427 

2619.4 

200.277 

3191.9 

'8 

162.970 

2113.5 

'a 

181.820 

2630.7 

'8 

200.669 

3204.4 

AREAS  AND  CIRCUMFERENCES  OF  CIRCLES.  255 


AREAS  AND  CIKCUMF.  OF  CIRCLES. 


Diavi. 

Circumf. 

A  rea 

Diam. 

Circumf. 

A  rea 

Dnim. 

Vircuinj. 

A  red 

Ins. 

 '-  

Sq.  Ins 

Jns. 

Sa-Jns. 

'64~ 

201.062 

3217.0 

70 

219.911 

3848.5 

76~~ 

238.761 

4536.5 

201.455 

3229.6 

220.304 

3862.2 

\ 

239.154 

4551.4 

4 

201.847 

3242.2 

220.697 

3876.0 

239.546 

4566.4 

202.240 

3254.8 

221.090 

3889.8 

239.939 

4581.3 

202.633 

3267.5 

221.482 

3903.6 

240.332 

4596.3 

% 

203.025 

3280.1 

221.875 

3917.5 

240.725 

4611.4 

203.418 

3292.8 

ti 

222.268 

3931.4 

241.117 

4626.4 

203.811 

3305.6 

322.660 

3945.3 

241.510 

4641.5 

65 

204.204 

3318.3 

71 

223.053 

3959.2 

77 

241.903 

4656.6 

204.596 

3331.1 

223.446 

3973.1 

^/8 

242.295 

4671.8 

204.989 

3343.9 

'4 

223.838 

3987.1 

242.688 

4686.9 

205.382 

3356.7 

% 

224.231 

4001.1 

243.081 

4702.1 

205.774 

3369.6 

224.624 

4015.2 

243.473 

4717.3 

:> 

206.167 

3382.4 

'''8 

225.017 

4029.2 

243.866 

4732.5 

206.560 

3395.3 

::4 

225.409 

4043.3 

244.259 

4747.8 

206.952 

3408.2 

225.802 

4057.4 

% 

244.652 

4763.1 

66 

207.345 

3421.2 

72 

226.195 

4071.5 

78 

245.044 

4778.4 

207.738 

3434.3 

226.587 

4085.7 

245.437 

4793.7 

208.131 

3447.2 

'4 

226.980 

4099.8 

245.830 

4809.0 

208.523 

3460.2 

227.373 

4114.0 

246.222 

4824.4 

208.916 

3473.2 

227.765 

4128.2 

246.615 

4839.8 

% 

209.309 

3486.3 

% 

228.158 

4142.5 

% 

247.008 

4855.2 

209.701 

3499.4 

% 

228.551 

4156.8 

'% 

247.400 

4870.7 

210.094 

3512.5 

228.944 

4171.1 

% 

247.793 

4886.2 

67 

210.487 

3525.7 

73 

229.336 

4185.4 

79 

248.186 

4901.7 

210.879 

3538.8 

^/8 

229.729 

4199.7 

248.579 

4917.2 

211.272 

3552.0 

^4 

230.122 

4214.1 

248.971 

4932.7 

211.665 

3565.2 

'^8 

230.514 

4228.5 

249.364 

4948.3 

\ 

212.058 

3578.5 

230.907 

4242.9 

\ 

249.757 

4963.9 

212.450 

3591.7 

'*'8 

231.300 

4257.4 

% 

250.149 

4979.5 

212.843 

3605.0 

=^4 

% 

231.692 

4271.8 

'^4 

250.542 

4995.2 

213.236 

3618.3 

232.085 

4286.3 

% 

250.935 

5010.9 

68 

213.628 

3631.7 

74 

232.478 

4300.8 

80 

251.327 

5026.5 

214.021 

3645.0 

^'8 

232.871 

4315.4 

251.720 

5042.3 

214.414 

3658.4 

233.263 

4329.9 

252.113 

5058.0 

214.806 

3671.8 

% 

233.656 

4344.5 

% 

252.506 

5073.8 

\ 

215.199 

3685.3 

234.049 

4359.2 

252.898 

5089.6 

% 

215.592 

3698.7 

% 

234.441 

4373.8 

% 

253.291 

5105.4 

215.984 

3712.2 

234.834 

4388.5 

'^4 

% 

253.684 

5121.2 

216.377 

3725.7 

235.227 

4403.1 

254.076 

5137.1 

69 

216.770 

3739.3 

75 

235.619 

4417.9 

81 

254.469 

5153.0 

217.163 

3752.8 

236.012 

4432.6 

254.862 

5168.9 

217.555 

3766.4 

•i 

236.405 

4447.4 

255.254 

5184.9 

217.948 

3780.0 

236.798 

4462.2 

255.647 

5200.8 

218.341 

3793.7 

\ 

237.190 

4477.0 

256.040 

5216.8 

218.733 

3807.3 

237.583 

4491.8 

256.433 

5232.8 

219.126 

3821.0 

237.976 

4506.7 

256.825 

5248.9 

219.519 

3834.7 

I 

238.368 

4521.5 

% 

257.218 

5264.9 

256     AREAS  AND  CIKCUMFERENCES  OF  CIRCLES. 


AREAS  ANI>  CIRCUMF.  OF  CIRCLES. 


Diam 

Circumf. 

Area 

Diam 

Circumf. 

Area 

Diam 

Circumf. 

Area. 

Ins. 

Ins. 

Sq.  Ins. 

Ins. 

Ins. 

Sq,  Ins. 

Ins. 

Ins. 

Sq.  Ins. 

82 

257.611 

5281.0 

88 

276.460 

6082.1 

94 

295.310 

6939.8 

-I 

258.003 

5297.1 

^8 

276.853 

6099.4 

295.702 

6958.2 

\ 

258.396 

5313.3 

\ 

277.246 

6116.7 

296.095 

6976.7 

258.789 

5329.4 

277.638 

6134.1 

% 

295.488 

6995.3 

259.181 

5345.6 

\ 

278.031 

6151.4 

296.881 

7013.8 

259.574 

5361.8 

% 

278.424 

6168.8 

% 

297.273 

7032.4 

% 

259.967 

5378.1 

278.816 

6186.2 

297.666 

7051.0 

260.359 

5394.3 

279.209 

6203.7 

298.059 

7069.6 

83 

260.752 

5410.6 

89 

279.602 

6221.1 

95 

298.451 

7088.2 

^/8 

261.145 

5426.9 

279.994 

6238.6 

^/8 

298.844 

7106.9 

\ 

261.538 

5443.3 

4 

280.387 

6256.1 

^4 

299.237 

7125.6 

% 

261.930 

5459.6 

% 

280.780 

6273.7 

% 

299.629 

7144.3 

262.323 

5476.0 

281.173 

6291.2 

300.022 

7163.0 

262.716 

5492.4 

% 

281.565 

6308.8 

300.415 

7181.8 

\ 

263.108 

5508.8 

\ 

281.958 

6326.4 

300.807 

7200.6 

% 

263.501 

5525.3 

282.351 

6344.1 

301.200 

7219.4 

84 

263.894 

5541.8 

90 

282.743 

6361.7 

96 

301.593 

7238.2 

^8 

264.286 

5558.3 

^8 

283.136 

6379.4 

^8 

301.986 

7257.1 

^! 

264.679 

5574.8 

\ 

283.529 

6397.1 

^4 

302.378 

7276.0 

% 

265.072 

5591.4 

283.921 

6414.9 

% 

302.771 

7294.9 

265.465 

5607.9 

\ 

284.314 

6432.6 

^2 

303.164 

7313.8 

265.857 

5624.5 

% 

284.707 

6450.4 

% 

303.556 

7332.8 

266.250 

5641.2 

285.100 

6468.2 

303.949 

7351.8 

266.643 

5657.8 

285.492 

6486.0 

% 

304.342 

7370.8 

85 

267.035 

5674.5 

91 

285.885 

6503.9 

97 

304.734 

7389.8 

^/8 

267.428 

5691.2 

•t 

286.278 

6521.8 

^/8 

305.127 

7408.9 

267.821 

5707.9 

286.670 

6539.7 

0^ 

305.520 

7428.0 

% 

268.213 

5724.7 

287.063 

6557.6 

305.913 

7447.1 

268.606 

5741.5 

287.456 

6575.5 

306.305 

7466.2 

268.999 

5758.3 

287.848 

6593.5 

306.698 

7485.3 

269.392 

5775.1 

288.241 

6611.5 

307.091 

7504.5 

% 

269.784 

5791.9 

288.634 

6629.6 

% 

307.483 

7523.7 

86 

270.177 

5808.8 

92 

289.027 

6647.6 

98 

307.876 

7543.0 

^8 

270.570 

5825.7 

^/8 

289.419 

6665.7 

^/8 

308.269 

7562.2 

270.962 

5842.6 

289.812 

6683.8 

-I 

\ 

308.661 

7581.5 

271.355 

5859.6 

290.205 

6701.9 

309.054 

7600.8 

271.748 

5876.5 

290.597 

6720.1 

309.447 

7620.1 

272.140 

5893.5 

% 

290.990 

6738.2 

309.840 

7639.5 

272.533 

5910.6 

291.383 

6756.4 

310.232 

7658.9 

% 

272.926 

5927.6 

291.775 

6774.7 

310.625 

7678.3 

9,1 

070  01  Q 

fi7Q9  Q 

QQ 

311.018 

7fiQ7  7 

^'^^ 

273.711 

5961.8 

292.561 

6811.2 

> 

31l!410 

7717.1 

274.104 

5978.9 

292.954 

6829.5 

311.803 

7736.6 

274.497 

5996.0 

% 

293.346 

6847.8 

312.196 

7756.1 

274.889 

6013.2 

^'^ 

293.739 

6866.1 

312.588 

7775.6 

275.282 

6030.4 

% 

294.132 

6884.5 

312.981 

7795.2 

> 

275.675 

6047.6 

> 

294.524 

6902.9 

313.374 

7814.8 

% 

276.067 

6064.9 

% 

294.917 

6921.3 

% 

313.767 

7834.4 

100 

314.159 

7854.0 

PRODIK  T  OF  FRACTIONS. 


tH 

1.000 

O)  in 
00  t> 
I>  CO 
00  05 

Hoc 

.7656 
.8203 
.8750 

eo|<x> 

T-l/T-« 

.6601 
.7109 
.7617 
.8125 

.5625 
.6094 
.6563 
.7031 
.7500 

:^ 

.4727 
.5156 
.5586 
.6016 
.6445 
.6875* 

»o|oo 


CD  CO 

Q  CD  00 

05  CNI  CD 

CO  Tfi 


CO  t>  c:5 

CC     I-H  CO  I-H 

i-H    lO  00  CV] 

CO    CO  CO 


O  CN3 
LO  CT) 


&3  g 

in  in 


o  CO  in  00  o  CO 

o  i-H  c<i  CO  in  CD 

in  00  I-H  t>  Q 

CM  Cv]  CO  CO  CO  ^ 


00  CO  Til 
00    CD  CO 


00  o]  in 

o  I> 

00  »-(  CO 

CO      Tjl  Tjl 


cojoo 


in  o  CO  00 

l>  T-t  Tji 

00  r-i  CO  in 

i-H  cva  ca  CNj 


s 


CO    CO    CO  CO 


o  8  o  o  o 


CV3  CV] 


CO  CO 

I-H  in 

.  CO  CO 

o  o  o  o 


8  S 


05  00 

8 


i>-  CO  in 

00  03 

in  in  CO 

o  o  o  o 


in  o  in 

cvi  in  t>  _ 

CD  CJ  00  lO  »-l 

o  rH  ,-1  eg  CO 


o  c3  S 


in  o  in 


8  - 

in  in 


8 


O 

S  .  ,  . 

t>    CO    00  CD 


CO   in  t:-  o 

rH  00  o 


INDEX. 


ALLOWANCE  for  upsets  on  round  and  square  bars  241 

for  eye,  square  and  round  bars  24',\ 

ANGLES  10-13 

BiTLH,  weights  and  dimensions  of   9 

elements  and  properties  of  164 

dimensions  and  weiglits  of  10-13 

elements  and  properties  of   IGG-lGl) 

length  of  legs  of,  corresponding  to  given  areas   18 

as  beams,  approximate  rule  for  123-135 

as  struts    194 

moments  of  inertia    lOG 

radii  of  gyration  1G7 

cover,  dimensions  and  weights   12 

square  root,  dimensions  and  weights   12 

special,  dimensions  and  weights   12 

AREAS  and  circumferences  of  circles   251-25G 

ARCHES,  tie  rods  for  109 

AXLES    33 

BAR,  sizes,  iron  or  steel   IG 

BAR  IRON  EXTRAS,  eastern  classification   17 

BAR  IRON,  weights  and  areas  of  round  and  square   21 

BAR  STEEL,     "        "       "  "       "       "    21 

BEAMS. 

Bulb,  or  deck  section   9 

approximate  rule  for  strength  of  123-135 

dimensions  and  weights   9 

elements  and  properties  of  1^12 

moments  of  inertia  1G2 

radii  of  gyration  .  ...   1G2 

tables  of  safe  loads  and  deflections  102 

"        and  spacing,  as  floor  beams  102 

weights  of   9 

I  Beam  Sections. 

approximate  rules  for  strength  of  123-135 

bending  moments  126-129 

cantilever  124-12G 

continuous  124-128 

(i) 


ii 


INDEX. 


PAGE 

BEAMS— I  Beam  Sections. 

deflections  of   41 

dimensions  and  weights   4 

elements  and  properties  of  150-153 

factors  of  safety   39 

greatest  safe  loads  44-97 

iron  floor  106-108 

lateral  strength  of  110 

limits  of  deflection   43 

"     safe  load   39 

maximum  load  in  tons  149-153 

moments  of  inertia  15J-152 

properties  and  elements  of  150-153 

proportions  of   4 

radii  of  gyration  150-152 

safe  load  and  deflections  44-97 

spacing  of ....  ,  44-97 

subject  to  both  bending  and  compression  132 

supporting  brick  walls  119 

"       irregular  loads  180 

unsymmetrical  sections  12:3-13.5 

weights  of   2 

weight  of  floor  per  square  foot  107-108 

with  fixed  ends   42 

without  lateral  supports    40 

BEAMS  AS  STRUTS  190-193 

BELTING  227 

BEXDING  moments  for  beams  12(>-129 

BENDING,  bearing  and  shearing  values  for  iron  and  steel  pins  230 

BENDING  and  compression  both,  beams  sul  ject  to  132 

BENDING,  resistance  of  iron  and  steel  to   37 

BOLTS  AND  NUTS,  weight  of  246 

BPJCK  ARCHES  for  floors  109 

arches,  tie  rods  for  109 

walls,  beams  for  supporting  119 

BRIDGE  RIVETS,  shearing  and  bearing  value  of  231 

weight  of  245 

BULB  ANGLES,  weight  of  iron  and  steel   9 

BULB  PLATES,  weights  of  iron  and  steel  ..."   9 

BULB  BEAMS  (see  Beams)   9 

BUCKLED  PLATES  Ill 

greatest  safe  loads  for  112 

CANTILEVER  BEAMS  124-126 

CHANNELS,  Iron  or  Steel. 

approximate  rule  for   123 

as  struts  200 


INDEX.  ili 

PAGE 

CHANNELS,  Iron  or  Steel. 

dimensions  aiul  weights  of   5 

elements  and  properties  of  154-156 

moments  of  inertia  154-15«) 

proportions  of   5 

radii  of  gyration  154  15(') 

safe  loads  and  deflections   98 

struts  18S 

weights  of   G 

CI RCLES,  areas  and  circumferences  of   251-256 

CLEVISES,  dimensions  of  2:^9 

dimensions  of  square  rods  and  pins  for  243 

COLUMNS,  wrought  iron  20G 

radii  of  gyration  for  round  and  square  207 

Z  bars  160 

greatest  safe  loads  for  round,  of  iron  and  steel   208-211 

"         "     square         "       "   212-215 

COMPARATIVE  efficiencies  of  iron  and  steel   37 

COMPRESSION,  wrought  iron  in   34 

CONTINUOUS  beams,  iron  and  steel   42 

shafting,  working  formulie  for  226 

CORRUGATED  FLOORING  •  114 

weight  and  strength  of  115 

loads  per  square  foot    116-118 

COVER  ANGLES,  size  and  weights  of   12 

CRANE  STRESSES  216 

DECIMAL  equivalents  for  vulgar  fractions  250 

DECIMALS,  product  of  fractions  expressed  in  257 

DECK  BEAMS  (see  Beams)   9 

DEFLECTION  of  beams,  iron  and  steel   41 

limits  of,  for  beams     43 

tables  of,  for  I  beams,  of  iron  and  steel  44-97 

channel  bars  of  iron  and  steel  98-101 

**      deck  beams  of  iron  and  steel  102 

*'      Z  bars  of  iron  and  steel  10  i 

of  shafting  ;  225 

tables  of,  for  corrugated  flooring  sections  116-118 

DESTRUCTIVE  pressures  for  iron  and  steel  struts,  tables  of  ...  .  182-186 

DIMENSIONS  of  I  beams   4 

channels   5 

pins  and  nuts  232 

rivet  shanks  to  form  heads    237 

eye  bars  238 

clevises  239 

sleeve  nuts   240 

allowance  for  upsets  as  round  and  square  bars  241 


iv  INDEX. 

PAGE 

DIMENSIONS,  square  rods  and  pins  for  clevises  242 

separators  244 

bolts  24C 

screw  threads  248 

working,  for  continuous  shafting  228 

DUCTILITY,  iron  and  steel  34-3G 

Efficiencies,  comparative,  of  iron  and  steel  37 

ELASTICITY  of  wrought  iron  and  steel   .  .  35 

ELEMENTS  of  structural  shapes   149 

of  I  beams,  iron  and  steel  150-153 

"  channels,  iron  and  steel  154-157 

"  Z  bars,  iron  and  steel  158-161 

*'  angles,  iron  and  steel  166-169 

"  tees,  iron  and  steel   .  .  170 

"  deck  beams,  iron  and  steel   .  .  162 

"  bulb  angles,  iron  and  steel  164 

EXPANSION,  by  heat,  of  iron  and  steel   35 

EYE  BARS,  dimensions  of  238 

FACTORS  of  safety  for  beams   39 

of  safety  for  struts  181 

shafting  223 

FIXED-ENDED,  steel  or  iron  struts  180 

FLAT  BAR  IRON,  approximate  rule  for  beams  of  122 

FLAT-ENDED  steel  or  iron  struts  180 

FLATS,  sizes  of  iron  or  steel  rolled   16 

FLEXURE  (see  Deflection)   41 

FLOOR  BEAMS  lOG 

rule  for  weight  of  107 

spacing  of   ...   .      .  .  43 

lateral  strength  of  iron  and  steel  110 

weight  per  square  foot,  iron  and  steel  I   .  .  108 

FLOORING,  trough-shaped  sections  for  bridges  and  buildings    ...  .115 
table  of  weight  and  strength,  iron  and  steel  .  .  .        ...  115-118 

"      "     causing  deflection  of       of  span  118 

FORMULA,  for  unsymmetrical  beams  123-135 

approximate,  for  rolled  beams  123-135 

tables  of,  for  beams  of  various  sections  123-135 

FRACTIONS  of  an  inch  expressed  in  decimals  250 

product  of  "         "   257 

FLUCTUATING  loads,  limitations  for  safe  loads   39 

GIRDERS,  riveted,  iron  or  steel  137 

coefficient  of  strength,  rule  for  determining   138 

rule  to  find  safe  loads  138 


INDEX. 


V 


PACK 

GIRDERS,  strength  and  weight  for  tables  189-147 

stresses  of  218 

GYRATION,  radii  of   149 

for  I  beams,  iron  and  steel  150-152 

"  channels,  iron  and  steel  154-15G 

"  Z  bars,  iron  and  steel  159 

"  angles,  iron  and  steel  167-169 

"  tees,  iron  and  steel  170 

"  deck  beams,  iron  and  steel  162 

"  bulb  angles,  iron  and  steel   164 

formulie  for  various  sections  178 

for  round  columns,  iron  and  steel  207 

square      "         "         "  207 

HALF-ROUND  BAR  IRON,  sizes   16 

HEADS  of  rivets,  dimensions  of  shank  required  to  form  237 

HINGED-ENDED  steel  or  iron  struts    180 

HORSE-POWER  of  shafting  225 

I  BEAMS  (see  Beams). 

INERTIA,  moments  of  172 

for  I  beams,  iron  and  steel  150-152 

"  angles,  "        "   166-168 

*'  channels,      "        "   154-156 

"  Zbars,  "        "   159 

"  tees,  "       "   171 

"  deck  beams,  "   162 

"  bulb  angles,  "       "   ,  164 

formulse  for  various  sections  178 

for  combined  sections  174-176 

IRON  BEAMS. 

deflection  of   41 

greatest  safe  loads  and  deflection  for,  of  I  beam  sections  ,  .  ,  44-65 
"      "      "      '*      "      "        of  channel  bar   "      ...  98 

"      "      "      "      "      "        of  Z  bar  sections  104 

"      "      "      "      "      "       of  corrugated  floor  sections  116 

IRON,  comparative  efficiencies  of  steel  and  iron   37 

strength  of  wrought   31 

ductility  of  34-36 

modulus  of  elasticity   35 

resistance  to  compression  34-38 

elasticity  of  rolled    35 

resistance  to  shearing  222 

"    torsion  222 

"   bending   227 

columns,  round  and  square   206-215 

shafting  222 

struts  180 


vi 


INDEX. 


''AGE 

IKON,  sizes  of  bar   16 

weight  per  lineal  foot  of  bar  21-29 

weight  per  lineal  foot  of  plate   30 

weight  of  sheets  of  wrought   32 

weights  and  areas  of  round  and  square  bar  21-29 

LATERAL  STRENGTH  OF  FLOOR  BEAMS  110 

support,  beams  without   40 

LATTICING  for  channel  struts   189-202 

LATTICED  channel  struts,  safe  loads,  iron  and  steel   202-205 

LOADS  (see  Safe  Loads)   39 

character  of   40 

MODULUS  OF  ELASTICITY  of  rolled  iron  and  steel  .  .  .  '   35 

resistance  for  iron  and  steel   34 

rupture  for  rolled  iron  and  steel   34 

NUTS  and  pins,  sizes  of  232 

NUTS,  sleeve,  sizes  of  240 

PINS,  shearing,  bending  and  bearing  values  of  iron  and  steel  230 

PINS  AND  NUTS,  table  of  dimensions  232 

PRESSURES,  destructive,  for  iron  and  steel  struts,  tables  of  .  •  .  .  182-187 

PROPERTIES  and  elements  of  I  beams,  iron  and  steel  149-153 

of  channels,  iron  and  steel  154-157 

"  Z  bars,  iron  and  steel  158-161 

"  angles,  iron  and  steel  166-169 

and  elements  of  tees,  iron  and  steel    170 

of  deck  beams,  steel  and  iron  162 

"  bulb  anglas,  iron  and  steel  164 

PROPORTIONS  of  I  beams   4 

of  channels   5 

"  pins  and  nuts  232 

"  rivet  shank  to  form  head  237 

"  eye  bars  238 

clevises  239 

"  sleeve  nuts  240 

*'  round  and  square  bars  to  make  upset  213 

'*         "         "      rods  and  pins  for  clevises  242 

"  separators   .  .  244 

bolts  246 

"  screw  threads   218 

working,  for  continuous  shafting   226-229 

RADIUS  of  GYRATION,  for  round  columns,  iron  and  steel  2d7 

I  beams,  iron  and  steel  150-153 


INDEX.  Vll 

PAGE 

KADI  US  of  GYRATION,  channel  bars,  iron  and  steel  lo4-lo7 

Z  bars,  iron  and  steel  158-101 

tees,  iron  and  steel  170 

angles,  iron  and  steel  IGG-IOD 

deck  beams,  iron  and  steel  102 

bulb  angles  104 

square  columns,  iron  and  steel   200-212 

fonuuhe  for  various  sections  178 

RIVETED  GIRDERS,  iron  or  steel  137-147 

coefficient  of  strength,  rule  for  determining  137-148 

rule  to  tind  safe  loads  138 

strength  and  weight  for,  tables  139-147 

stresses  of  216-219 

RIVETS,  weights  of  bridge  .  245 

shearing  and  bearing  value  of  231 

ROOF  STRESSES  219-221 

ROUND  BAR  IRON,  sizes   16 

*        weights  and  area  21-23 

approximate  rule  for  beams  of  '.  123-135 

ROUND  COLUMNS,  table  of  radii  of  gvration  for  207 

"    '*  greatest  safe  loads,  iron  and  steel  .  ,  .  208-211 

ROUND-ENDED  steel  or  iron  struts  180 

RULE  for  weight  of  rolled  iron   8"> 

for  weight  of  iron  in  floor  beams  107 

"  thrust  of  brick  arches  109 

"  lateral  strength  of  I  beams,  iron  and  steel  110 

"  '*      *'        channel  bars,  iron  and  steel  110 

"  beams,  l)earing  irregular  loads  130 

RULES,  approximate,  for  moments  of  inertia  178 

for  radii  of  gyration  178 

for  shafting   222-224 

SAFE  LOADS,  coetficient  for   42-121 

limits  of,  for  beams   3D 

greatest  for  beams   39 

**      "  I  beams,  iron  and  steel  ;  44-97 

"      "  deck  beams,  iron  and  steel    .  .  .  •  102 

"      "  channel  bars,  iron  and  steel   98-101 

"       '*  corrugated  flooring,  iron  and  steel  110-118 

"       "  iron  struts,  tables  of  183 

"  steel     "      "       "   185-187 

for  struts  of  I  beams,  tables  of  190-193 

**    channel  bars,  tables  of   200-205 

'*      "    angles,  tables  of  194 

"   tees,  tables  of  198 

for  square  columns,  iron,  tables  of  212 

steel.      "   214 


Vlll  INDEX. 

PAGE 

SAFE  LOADS,  for  round  columns,  iron,  tables  of  20S 

for  round  columns,  steel,  tables  of  210 

SCREW  THREADS,  table  of  standard  248 

SHAFTING,  sizes  rolled  (see  also  Rounds)   16 

rules  for  determining  sizes  and  lengths   222-224 

iron  or  steel  222 

deflection  of  225 

horse-power  of  221 

working  formulae  for  continuous  22:) 

"       proportions  "   228 

SHAPES,  miscellaneous,  dimensions  and  weights   15 

SHEARING  strength  of  iron  and  steel  222 

SHEARING,  bending  and  bearing  values  of  iron  or  steel  pins  230 

and  bearing  values  of  bridge  rivets  234 

SHANKS  required  to  form  head  of  rivets  237 

SLEEVE-NUTS,  sizes  of  240 

SPACING  floor  beams  of  I  beam  sections,  iron  and  steel  44-97 

deck  beam  sections,  iron  and  steel  102 

channel  bars,  iron  and  steel     98-101 

Z  bars,  iron  and  steel  104 

SPECIFIC  GRAVITY,  iron  and  steel   35 

SQUARE  bar  iron  and  steel  sizes   16 

"  weights  and  areas  .  ,  21-23 

SQUARE-ROOT  ANGLES,  weights  of,  iron  and  steel   12 

STEEL. 

Elasticity  of  Rolled   35 

Elastic  Limit   34 

modulus  of  elasticity   35 

ductility  34-36 

expansion  by  heat  ^   35 

specific  gravity   35 

structural   36 

physical  properties  of  open  hearth   36 

comparative  efficiencies  of  iron  and   37 

for  beams  37  ^ 

for  struts   38 

for  shafting  222 

sizes  of  bar   16 

weight  and  area  of  round  and  square  bar   21-32 

"      of  sheets  of  rolled   32 

columns,  round  and  square   206-214 

shafting  222 

weight  per  lineal  foot  of  bar  21-29 

struts  180-187 

resistance  to  compression   34 

strength  of   34 

tensile  and  compression  tests  34-189 


INDEX.  ,  ix 

PAGE 

STEEL,  resistance  to  shearing  222 

"       "       torsion   222 

**       "      bending   37 

strength  of,  in  compression   34 

*•       "     in  torsion   3S 

"      "     transverse   37 

STEEL  BEAMS   3 

deflection  of   41 

greatest  safe  loads  tor  and  deflections  of  I  beam  sections    .  .  44-97 
"         "         "         "         "  channel  bar  sections  98-101 

"         "         "         "         "  Z  bar  sections  104 

"         "         "         *'         "  corrugated  floor  sections  11(5 

STRENGTH  OF  WROUGHT  IRON  AND  STEEL  in  compression  ...  84 

in  tension   84 

in  shearing   88 

STRESSES  in  framed  structures  216 

STRUCTURAL  STEEL   3f3 

STRUTS  of  rolled  iron  and  steel  180 

factors  of  safety  for  181 

tables  of  destructive  pressures  for,  of  iron  and  steel   .  .  .  182-186 

tables  of  greatest  safe  loads  for,  of  iron  or  steel  183-187 

"         "         "  for  I  beam  sections  190-198 

"         "  "of  channel  sections   200-205 

"         "         "         "    of  angle  sections  194 

"         "         "         "of  tee  sections  198 

flat-ended,  steel  or  iron  180 

fixed-ended,  steel  or  iron  180 

hinged-ended,  steel  or  iron  180 

round-ended,  steel  or  iron  180 

SEPARATORS,  table  of  standard  244 

"TEES,  dimensions  and  weights  of   14 

elements  of  even-legged   170 

**         uneven-legged   171 

as  struts,  tables  of  greatest  safe  loads   198 

radii  of  gyration   179 

moments  of  inertia   170 

approximate  rule  for  beams  of  123-135 

TENSION  in  wrought  iron   34 

in  steel   34 

of  belting   227 

TIE  RODS  for  brick  arches   109 

TORSIONAL  strength  of  iron  and  steel   222 

THREADS,  sizes  of  standard  screw  threads   248 

ULTIMATE  loads  for  iron  and  steel  struts  182-1S8 


X  ,  INDEX. 

PAGE 

WEIGHTS  of  angles   .....   10-13 

bar  iron  and  steel  24-29 

bars,  round  and  square   .  21-23^ 

I  beams   2 

bolts  and  nuts  ,  246 

bridge  rivets  245 

bulb  angles   9 

bulb  plates   9 

channels   & 

carbuilders'  channels   15> 

deck  beams     9^ 

flooring,  corrugated  116 

rivets,  bridge  245 

rivet  heads    245- 

sheets,  iron  and  steel    32 

Z  bars   8. 

Z  BARS,  dimensions  aud  weights    

elements  and  properties  of   158^ 

as  struts,  tables  of  greatest  safe  loads   196 

columns   160 


Sections  of 
Iron  and  Steel 

ROLLED  AT 


Plates  1,2,3,7,8,9,  25  and  26  are  i  size 
Plate  35  is  i  size 
All  others  are  3^  size. 
For  Sections  rolled  of  either 
Iron  or  Steel  the  weights  given  are  for  Iron. 

If  rolled  of  Steel  the  weights  are 
two  ])er  cent  greater  than  for  Iron. 

For  shapes  rolled  of  Steel  only 
the  weights  are  for  Steel. 


Notice. 

Several  sections  marked' Steel  or  Iron" 
may  be  rolled  in  either  metal 
subject  to  special  arrangement. 


ALL  WEIGHTS  ARE  GIVEN  IN  POUNDS  PER  FOOT 
LEASTSIZE  OF  EACH  SECTION  GIVEN 


JULIUS  BIEN  *  CO.  LITH  N:/. 


Plate  Xo.l 


STEEL 

All  weiglits  given  in  pounds  per  foot 


Plate  No.  2 


S  T  K  K  I . 

All  wt'io'lu^  in  pouncis   per  Ibol 


Plate  No.3. 


STEEL 

All  Aveiglits  givexL  in  poiands  pei^  ibot. 


Plate  No. 4. 


STEEL 

All  \v(M<^hls  given  in  pounds   per  foot. 


Plate  Xo.  3. 


STEEL 

All  A\'eights  given  in  pounds  per  foot 


No  503. 

WT.II.9T0J5.2  LBS. 


<  1.59  


id 


No.507. 

WT.  r7  .3  TO  2 1. 07 
LBS. 


No. 18. 

WT.  S.3  TO  !2.2  LBS 


^    -  1.4  > 


No.  505. 

WT.  14  .4  TO  17.8 
LBS. 


Plate  "No.  6 


s  T  p:  I. 

AllM-ei^lits  ^iven  in  pounds  per  foot 


2.4"  i  K  2.2'-  4 


Plate  No.  7. 


IRON 

All  weights  given  in  pounds  per  foot. 


-2  35/64-'- ■ 


No.1. 

WT.  63,4-  TO 
79,0  LBS. 


-.56" 


Platte  No.8. 


IRON  OR  STEKJ. 

Aflw-ei^its  given  in  lbs.  per  ft  for  Iron.  For  Steel  add2per  cent . 


Plate  Ko.9. 


IROiS"  OK  STEEL 

^Avei^its  ^en  in  lbs  per  ft  .fbriroTuFor  Steel  adrl2  per  cent . 


Plate  No.  10 


IRON    OH  STP:p:I. 
All  vveishts  given  in  Lbs.per  ft.  for  Iron.tbr  Sxeel  add  2  per  cent 


H  2V64 


Plate  :No. 11 


IR  OX    OR  STEEL 
All  weights  siveninLhs.per  fl.forlron.For  Steel  add2per  cent 

43  4"  


No. 9 


WT.  30.9  TO  3e  6 
LBS. 


.41 


.31  = 


N0.IO 

Wr.  23.9  TO  29  6 


Plate  No.12 


1  R  ON   OH  STEEL 
All  weishis  eiven  in  I..l3s  .per  f  t . for  L'on . l^br  Steel  add  2  per  cent 

[1 


43  8  - 


Plate  No.  13 


IROX    OR  STEEL 
AllAv^eiglits  ^iven  inLbvS.per  f  t  .for  Iron. For  Steel  add  2  per  cent 


'f  3  iS/'32^  i   5  V4  '  i 


No.i5  ; 

\WT  18  8  TO  2  5  8  la: 

LBS. 


.,.28' 


No. 24 

WT.  30.9  TO  35.9  LBSv- 1  - 


Plate  No  ] 4. 


I  RON   OR   STK  K  L 

All  weights  onxm  iiilbs.jXM-  l  l  Ibrlron.ForStoel  add  2  per  cent. 


No.  21 

WT.  6.  9  TO   9  1   LBS . 


1.09"- 


No.  22 

WT  5  3  TO   6   8  LBS 


'  1 .02"  • 

 J 

^       -  2 

2"  - 

Plate  Tsro.15. 


STEEL 

All -sveioMs  oiven  in  pounds  per  foot. 


No.  411 


WT.  5.  2  TO  7.  (  LBS.  *^ 


-13 


-  4? 


No.413 

WT  6.1  TO  9.4  LBS 


No.  415 

WT.  7.  5  TO  113  LBS. 


No. 417 

WT.  9.  O  TO  13.1  UBS. 


 *! 


(No. 419 

WT.  11.  0  TO  15.3  LBS. 


Plate  No. 16. 


in  OX   i)U  STKKl. 

.\Il^v«•l«iIlts  <jiN''n  inll^s  jicr  11  ji)i  Ir()ii.F()i- Stcrl  .i<l(l  _*  ju-v  cc]!!  . 


No.  30 

WT.  47.0.  TO  68.9  LBS. 


No.  53 

WT.  35.  3  TO  47.  8  LBS. 


3  lS/16  - 


3  7  " 


Plate  Ko.l?. 


IROX  OR  STEKL 

^Hwei^ils  2iven  m  lbs  per  ft  .toi  Iron  .For  Steel  add  2pei' cent.. 


2   23/32 i 


No.  54 

WT  22.4-  TO  33. 6  LBS. 


Plate  No  18. 


1  RON    OK    STEE  E 

All  u'fiuiits  »4ivcu  in  Lbs  [xm'  f  t,  for  Iron.For  Steel  add  2  ]y(M' reiil. 


Plate  No.  19. 


IROTsT   OR  STEEL 

All  weights  giveiLiTLLbs.per  ft.  forlron.For Steel  add2  per  cent. 


2  '/m"  - 


No  33 '/2 

WT  23.6  TO  25.8  LBS. 


.4-4- 


2  7,^ 


2  1/8 


No.33. 

WT.  17.6  TO  19.8  LBS. 


.31^  . 


O 


11 


33/8 


35/16 


Plate  No. 20 


[HON    OK  S'IKKi. 

All  weight  s  ^iven  in  Lbs.i.)er  ft .  for  Iron.  For  Steel  add  2  per  cent 


No.35 

WT.  16.1  TO  22.3  LBS. 


No  34 

WT.20  5  TO   3A.  5  LBS. 


No. 36 

WT.  17.  2  TO  26.5  LBS. 


Plate  No.21 


THON    OK  STEEL 
Al  Wvei^hts  ^iven  in  Lbs.per  ft.  for  Iron  For  Steel  add  2  per  cent 


No  .  418 

WT.  13.5  TO  20.2  LBS., 


.25- 


i,  2 


No.40 

WT.  13.7  TO  2^,3  LBS. 


^-1 


.-219/64   'J 


No.  41 

\A/T8.2  TO  14.4  LBS. 


.5^ 


I 

I  I  r^oN        STK  r:i. 

1      All  ^\TieMs  oivon  in  lbs  piT  I  t  .for  Iron.  For  St eol  add  2  per  r(»iit . 


No.412 

WT.  8.2  TO  12.1  LBS. 


'  1^32 

^  No.48 

WT.  5.5  TO  7.2  LBS 


11V32" 

.25- 
No.47 

WT  7.  2  TO  10  5  LBS. 


No. 52 

WT  l.i  LBst 


>  •'ft  > 
^  WT.  2.9  T0  3  S~lBS^ 


•     IVs  _} 

No.  50*  i**^ 

WT.  3.e   LBS  j 


<  1^ 
No.  49 

WT5  I  TO  6  0  LBS 


Plate  ^  o.  23.  

IRON  OR  STEEL  | 
AHwedghts  given  inlbs.per  f t  forlronroi^  Steel  add2per  cent.  j 


Plate  Xo. 25. 


IROX  on  STEF.!. 

weights  giN'en  in  Ibs.per  ft.  for  Iron  Eor  Steel  add2per  ceixt 


t7Z 


No.  252. 

WT  19.1  TO  23  8  LBS. 


3 


No.  251 

WT.22.0  TO  25.7  LBS. 


No.  250. 

WT.25.IT0  30.7LeS. 


Plate  No.L'ti. 


IKON  OK   S  TKK  L 

^Ulwoi^hls  given  in  lbs.  por  11. lor  Iron  J'^or  Stool  add  2por  cent. 


No. 255 

WT.9.4-T0  11.4-  LBS. 

N0.25A- 

WT.  12.4-  TO   16  5  LBS. 


 ^  ^ 

32 

No  253. 

WT.  15.6  TO  19.  8  LBS. 

No.  68 

.WT  20.7  TO  24-. 9  LBS 


10  ' 


Plate  No.27 


IROX  OR  STEEL 

^lAv^eights  givenin  Ibs  per  ft.fot^lron.l'br  Steel  addZ  per  cent 


No. 70 

WT.12.4-  LBS. 


"RSI 


No. 85 

WT. 10.98  LBS 


No. 71 

WT.  10.1  LBS. 


No. 72 

!  WT.  8.3  LBS. 


u 


No. 82 

WT.  6.4-  LBS. 


No. 83 

vjr.y.tj  LBS . 


52 

0.-84- 

r.+.e  LBS. 

No.73 

WT.6  5  LBS. 


13.' 

:  ^  ^32 


No.74 

WT.5.7  LBS. 


No.76 

WT.3.9  LBS. 


No. 78 

WT.  2 


r; 

.+  LBS.  ij 


No.  81 

;  [J    WT.I.O  LBS. 


No. 77 

WT.3.+  LBS. 


Plate  No.2a. 


IB  OX  OR  STF.K  T. 

All  \vrjtfli<.-  ill  lbs. per  ft .  foilrof  i.  For  Steel  add.2perceTit . 


No. 107 

WT  14-  7  LBS 


No. 90 

WT.1+.8  LBS 


Plate  Xo.2a 


nr{o:s"  OR  STEEi. 

AUweiorits  oiv-en  in_Ibs.per  ft.  for Ii'olu For  Steel  add.2per  cent. 


No. 97 

WT.  9.4  LBS. 


No.  98  1 

WT.7,.9  LBS.i 


-    No. 117 

V^T.5.0  LB5.. 


No.105 

WT.7.  I  LBS. 


No.118 

WT.  5  92  LBS. 


No. 104- 

WT.6  5  LBS. 


WT.3.5  LBS  . 


\    \]      WT  1.6  LBS. 


No. 100 

WT.3.0  i-55. 


^is^  No.108 

LBS. 


No. 101 

WT.2.9  LBS. 


No.rn 

WT.  6.9  LBS. 


No.99 

WT.  3.7  LBS. 


No.114 

J     WT  13  LBS. 


No.  115 

J     WT.  1.1  LBS. 


.  J 


No.112 

WT2.1  LBS. 


32]     No  102 


.0  W-.2 


3  LBo. 


O.103 
WT.  2.0  LBS. 


Plate  ^o.Sl. 


Plate  Ko.33. 


IRON    OK  STEEL 
All  M-eishts  iWen  in  Lbs. per  ft .  for  tron.For  Steel  add  2  per  cent 


PlciteNo.34 


r  H  O  N    O  R     S  T  VZ  E  1 . 

All  weiehls  ^iv  en  in  Lbs.  per  I't  .tor  Iron. For  Sleel  add  2  per  cent 


Plate  Xo.35. 


IRON  OR  STEEL 
jMI weights  giveuin  Ibs.perft.for Iix)ii.  ForSteel add 2percent 


3^8 


7 — ?  T 


3V: 


v3V 


3% 


^8 


No  230  No.229  fNo.228 

WT.  28.6  TO  33.9  LBS.  WT.  22  .3  TO  27.5  LBS.  WT.  15.3  TO  20.6  LBS 


U  -3^/16 

-  3H 


3^> 


if 

J 

^  

<  3^16 


3>h& 


I 


No.227  No.226  No. 225 

WT.  23.2  TO  25.5  LBS.        WT  .  17  4-  TO  22.0  LBS.      WT  |i.2  TO  15.8  LBS. 


-3Vlb 


-3^32-- 


<-  2ys' 


No.  224 

WT  .  18  .4  TO  22  .5  LBS. 


No.223 


No.  222 


WT.13.2  TO  17.2  LBS.       WT.  7.7.  TO    II  7  LSS. 


4'i  <^ 


No.  221 

WT.  !0.9  TO  12  .5  LBS- 


No.220 

WT  6.5  TO  9.8  LBS. 


Plate  No. 36 


IRON    OR  STEEL 
All  weights  siven  in  Lbs. per  ft.  for  Iron. For  Steel  add  2  pei-  cent 


WT.  T.  7  LBS 


V     No  213 

WT.  8.7  LBS 


No.  194 

WT.    1.6  LBS./ 


.  No.193 

^    \  WT.  1.4-  LBS. 


1V8" 


j 

;    No.  195  iri^-J] 

;WT.I.2  TO  ..♦\^-^T-^ 
I  LBS. 


i    No.  196  r- 

;  VVT.  2.8  TO  4.9  ^ 
LBS. 

;    No.  197  r 

'<  WT  ♦.S  TO   7.0  7" 
LBS. 

!    No.  198  ! 

IwT.  7.0  TO  11.5  ^ 
I  LBS. 


to  I 


  5  '-   — • 

No.  212 

WT.  8.0  TO  10.3  LBS.         K  -^'- 


No.216'1 

WT.8.9.  LBS. 


3  »9  32- 


^  .  ^r^c 


No.  204 

WT  4..2  TO  7.  1 
LBS. 


3  '  2  " 


r-i" 


No.205 

WT    8.5  LBS. 


^2 


Plate  :N'o.37. 


IKON    OR  STEEL 
All  weights  given  in  I.bs.per  ft. for  Iron. For  Steel  add  2  per  cent 


5 "— 


Plate  No.  38 


Troii^^h  Sliaped  Sections 
for  Corrugated  Flooring 
I  H  O  X     OK  STEEL. 


All  weights  given  in  T.bs.per  ft. for  Iron. For  Steel  add  2  per  cent. 


._.8^  •  8-   ^ 

WT  PER  SQ.  FOOT  24-. 8  TO  36.6  LBS. 


No. 2  60  WT  PER  FT  9.6  TO  14.4.  UBS. 

WT.PER  SQ  FOOT   19.6   TO  39. 3  LBS- 


PlateNo.39 


Staiidai'd  t VamirLj:>  of* Pencoyd Beams 


2^ii_gTes  6  X  4  x  3^6  "    3  "  long 


2  AixoLes  6  x  4  'x  'Ae,"    3  "  lon^> 


2  Arig J  es  6  x  4  x  IWti '  4  ^  long 


2  Ajigles  6"x  4"<  Vie  "  5  V^"  lon^' 


AH  Koles  ^Vie'All  rivet.s  V^" 


Plate  No.40 


I  I 
I  i 

I     Stan daixi  Framing  of  P one oydB earns  j 


2  Alleles  6  "x  4'x  "^  le  G^  j'lono 


All  holes  '^Vi6*All  rivets 


Plate  No.  41. 


StaiidaTcl  Framing  of  Pericoyd  Beams 


2  Angles  6  "x  4^"  x  V2"  U  "  loii^ 


2  Angles  6  "x  4^"x  V2"  3'  lon^ 


All  lioles  13/16 '  All  riv^ets  ^a" 


Plate  No. 42. 


Rivet  Spacing' in Peiicoyd  Angles 
Spacing  Toi-KlaTi^es  Spacing  for}3Taccs  8f 


^1 


If 


TTTT 


Ir 


,  2      2  • 


L.(— ^ 


3: 


h    Ml  J 


f 


I; 


2"  2^;? 

-zrtrzzn 

2  "     2  V-4-  • 


-r 


11  i'i  J 


1: 

0 ' 


2 "  I 

2 

1          !  ;  1 

H  - 

.  2V2- 

*-    or  - 

■  z-y* 

I  r 

M  4' 

5^ 


Plate  ]Sro.43. 


METHOD  OF  INCREASING 
SECTIONAL  AREAS. 

Cross  hatched  port  ions  repi'csent  the  minirmjm 
sections  and  ihe  blank  portions  the  added  areas. 


All  weights  given  in  pounds  per  foot 


I 


I 


I 


